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SWITCHCO_SWPPP STORMWATER POLLUTION PREVENTION PLAN SWITCHCO, LLC Proposed Hotel Corinth Road & 1-87 Exit 18, Town of Queensbury, Warren County, NY January 15, 2016 Prepared by: BOH R 17 Computer Drive West, Albany, NY 12205 Phone: (518) 438-9900 Fax: (518) 438-0900 www.bohlereng.com No. 6150215 N W*.Is �y J- SITE I Ip�i II r, VICINITY MAP SCALE:NONE SWITCHCO, LLC CCORINT HI ROAD & I-87 EXIT 189 TOWN OF QUEENS BURY TABLE OF CONTENTS I INTRODUCTION II BACKGROUND INFORMATION III CONSTRUCTION DRAWINGS IV SOIL DESCRIPTION V CONSTRUCTION PHASING VI POLLUTION PREVENTION MEASURES VII SOIL STABILIZATION MEASURES VIII EROSION AND SEDIMENT CONTROL PRACTICES IX MAINTENANCE SCHEDULE X RECEIVING WATERS XI SWPPP IMPLEMENTATION XII STORMWATER RUN-OFF CHARACTERISTICS XIII CONSTRUCTION ACTIVITIES MEETING CONDITIONS IN TABLE 2 OF APPENDIX B XIV SWPPP DEVELOPMENT-6 STEP PROCESS APPENDICES A. NYSDEC SPEDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITY PERMIT NO GP-0-15-002 B. NYSDEC NOTICE OF INTENT (NOI) AND NOTICE OF TERMINATION FORMS C. STORMWATER MANAGEMENT GENERAL OPERATION AND MAINTENANCE PLAN, CONSTRUCTION/OPERATION AND MAINTENANCE/INSPECTION REPORT FORMS, INSPECTOR CERTIFICATION FORM, INSPECTION LOG D. CONTRACTOR/OWNER CERTIFICATION FORMS, CONSTRUCTION ACTIVITY FORM E. NYSOPRHP MAP F. FLOOD INSURANCE RATE MAP G. STORMWATER MANAGEMENT REPORT H. CONSTRUCTION DRAWINGS I. Introduction Switchco, LLC proposes to construct a 13,800 sf, 4 story hotel with 100 rooms, associated parking facilities and an asphalt driveway which will provide access to Corinth Road to the South. The project will be developed on a site owned by the applicant. The project is situated on a 16.4± acre parcel situated to the north of Corinth Road where it has a major frontage and also to the west of I-87 southbound where it also has a minor frontage. This parcel is located on Corinth Road to the North and East of the intersection with Big Bay Road where it is anticipated that the driveway connection will be made at the existing traffic light. This report will address the required components for a Stormwater Pollution Prevention Plan (SWPPP) as specified by the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-15-002. IL Background Information A. Existing Conditions The 16.4± acre parcel is currently undeveloped. Ground cover consists of generally flat woodland area. The topography of the site is sloped such that stormwater gently flows to a variety of shallow depressions within the site or to adjacent properties and is discussed in greater detail in the Stormwater Management Report included in the SWPPP. The land uses in the immediate vicinity of the site include residences to the north and west, a MacDonalds restaurant adjacent and to the southeast, NYS I-87 to the east, a Taco Bell restaurant to the south which adjoins vacant land. B. Proposed Conditions The scope of the project includes the construction of a 13,800 sf, 4 story hotel with 100 rooms, associated parking facilities and an asphalt drieway which will provide access to Corinth Road to the South. The development will result in impervious coverage of approximately 13%± including the proposed building and paved parking areas. The remaining 87%± will be open greenspace, landscaped and grass areas and remaining undisturbed woodland. The proposed developed area will convey stormwater in a easterly direction at varying grades to proposed stormwater management systems which are discussed in greater detail in the Stormwater Management Report included in this SWPPP. The site is located within a Municipal Separate Storm Sewer System (MS4) municipality. 1IPs Switcho, LLC will be responsible for all construction activities, post construction operations and maintenance of the system and all responsibilities specified in the SWPPP. New parking, landscaping, lighting, utility improvements, stormwater management facilities and other miscellaneous site improvement are proposed as shown on the enclosed Site Development Plans prepared by Bohler Engineering. III. Construction Drawings: Included in this report are the following drawings: • Site Survey—Existing condition for the parcel including all required existing information (watercourses, topography, vegetation, utilities,property boundaries, etc.). • Site Plan—Comprehensive plan of all proposed improvements • Grading and Drainage Plans —Plans illustrates existing and proposed slopes,proposed stormwater quantity and quality mitigation measures and limits of disturbance. • Utility Plan—Plan includes detailed design information for the installation of all proposed utilities resulting in the disturbance of soil for this project. • Erosion and Sediment Control Plan—Erosion and sediment control measures to be in place and inspected,prior to commencement of construction. The proposed measures were designed in accordance with the New York Guidelines for Urban Erosion and Sediment Control. Proposed measures include inlet protection, silt fence along the project perimeter, temporary stone outlet sediment traps, stabilized construction entrance and construction sequencing. • Landscaping Plan—Included are all proposed landscaping for the project. IV. Soil Description: Data supplied by the USDA Natural Resources Conservation Service (NRCS) indicates that site soils are primarily classified as OaA — Oakville loamy fine sand classified as Hydrologic Soil Group A. NRCS soil data and the Geotechnical Engineering Report can be found in the Stormwater Management Report included in the appendices. V. Construction Phasing: Construction sequencing, limits of clearing and grading, utility and infrastructure installation and all other associated activities resulting in soil disturbance are 2 1 P detailed on the Erosion and Sediment Control, Grading and Drainage and Utility Plans. The following construction sequence is recommended: -Installation of stabilized construction entrance/exit. -Installation of silt fence. -Clearing and grubbing -Installation of temporary swales and sediment basins. -Earthwork and excavation/filling as necessary. -Stabilize permanent lawn areas and slopes with temporary seeding. -Construction of utilities. -Installation of inlet protection on on-site utilities. -Construction of buildings. -Construction of all curbing as indicted on the plans. -Spread topsoil on sloped areas and seed and mulch. -Final grading of all sloped areas. -Place 6" topsoil on slopes after final grading completed. Fertilize, seed, and mulch seed mixture to be installed required. -Removal of the temporary sediment basins. -Pave parking lot. -Landscaping per landscaping plan. -Remove erosion controls as disturbed areas become stabilized to 80% stabilization or greater. VL Pollution Prevention Measures: Pollution Prevention measures during construction are detailed on the SWPPP / Erosion and Sediment Control Plan. Construction waste will be disposed in on-site construction dumpsters immediately. The dumpsters shall be located such that any stormwater run-off will be directed to a sediment trap. Any materials or chemicals considered to be hazardous shall be covered or stored in construction trailers to insure no discharge to stormwater will occur. VII. Soil Stabilization Measures: Initial clearing and grading will commence once the proposed erosion and sediment control practices are in place as detailed on the erosion and sediment control plan and approved by both the SWPPP Monitoring Professional. All grading and excavation will be conducted such that associated stormwater run-off is directed to the temporary sediment trap. The trap will be abandoned when the drainage structures are in place with proper inlet protection installed and all disturbed areas are stabilized. 3 1 P „ VIII. Erosion and Sediment Control Practices: Specific types, sizes, lengths and dimensions for all erosion control practices and sizing for temporary sediment basins are detailed on the Erosion and Sediment Control Plan and Detail Sheet. All temporary erosion control practices shall be in place prior to construction and shall remain until the limits of disturbed areas are stabilized. IX. Maintenance Schedule: Maintenance of the proposed erosion and sediment control practices are detailed on the Erosion and Sediment Control Plan. Included in this report are Construction Inspection and Operations and Maintenance Checklists. The operator is ultimately responsible for inspection and maintenance during construction. Stabilization must be achieved prior to removal of temporary erosion and sediment control devices and filing of the NYSDEC Notice of Termination (NOT). The SWPPP Monitoring Professional must inspect and approve final stabilization prior to filing of the NOT. Following the NOT filing, which terminates permit coverage, the Property Owner or any subsequent owner shall follow the guidelines set forth in this report and will be responsible for operations and maintenance over the lifetime of the facility. X. Receiving Waters: The proposed drainage system is designed to treat and release stormwater below the pre-development flow rate for all subject storm events. Stormwater is conveyed to infiltration basins in the eastern portion of the site and does not discharge to any offsite waters. The subject parcel is located within an area that does not have a FEMA Flood Insurance Rate Map according to FEMA's Flood Map Service Center. XL SWPPP Implementation: Switchco, LLC. as the operator, shall have each contractor and sub- contractors identify at least one (1) person responsible for SWPPP Implementation. This person must be trained and certified by the NYSDEC as stated on Page 12, Part IILA.6 of the NYSDEC General Permit GP-0-15-002 included in the appendix of this report. Switchco, LLC. as the operator, shall designate an inspector meeting the qualifications as set forth on page 18, Part IV of the General Permit. The inspector shall be responsible for the construction phase of the project and the implementation of the pollution prevention measures set forth in this report. The designated individual shall have a complete understanding of all components of the stormwater management system. Delineation of SWPPP implementation responsibilities for the construction phase of the project are detailed in the Erosion and Sediment Control Plan. The plan details structural practices proposed to divert flows from exposed soils, store 41P „ flows, and limit run-off and discharge of pollutants from exposed areas of the site during construction. Switchco, LLC. shall also designate a qualified representative for the post development inspection and monitoring. The inspector shall follow the guidelines of the Operations and Maintenance Checklists included in this report. The inspector shall keep a continuous record of all inspection checklists, maintenance and repairs and shall make them available to the Town and The NYSDEC at their request. XII. Stormwater Run-off Characteristics: Existing and proposed data describing stormwater run-off characteristics are included in the Stormwater Management Report, prepared by Bohler Engineering. This report is included in the Appendix. XIII. Archeological Sensitive Area The Cultural Resource Information Systems Mapping shows the subject site is located within an archeological sensitive area. A Phase I Cultural Resources Survey is being performed at this time. It is expected that this study will be finalized as weather permits in the immediate future and will be made available to all relevant parties at the earliest possible time. XIV. Construction Activities Meeting Conditions in Table 2 of Appendix B This project includes construction activities that involve soil disturbances of one (1) or more acres of land and meets the criteria under Table 2 described in the permit section referenced above. Therefore, the following information is provided: 1. Descriptions of each post-construction stormwater control practice are included in the Stormwater Management Report and are detailed on the Grading and Drainage Plan included in the Appendix of this report. 2. Hydrologic and hydraulic analysis for all structural components of the stormwater control system for all applicable design storms are included in the Stormwater Management Report. 3. Comparison of pre and post development stormwater run-off conditions is included in the Stormwater Management Report. 4. Dimensions, materials and installation details for all post construction stormwater control practices are specified on the enclosed Grading and Drainage Plan. 5. A maintenance schedule is detailed on the Erosion and Sediment Control Plan and in the Operations and Maintenance Checklists included in this report. 5 1 P „ XV. SWPPP Development—6 Step Process: 1. Site Planning - Green Infrastructure 2. WQv Determination 3. Apply GI Practices and Standard SMP's with RRv Capacity 4. Determine minimum RRv 5. Apply Standard SMP's to address remaining WQv, if required 6. Apply volume and peak control 1. Site Planning—Green Infrastructure: A. Preservation of Natural Resources: 1. Preservation of Undisturbed Areas Construction and/or silt fence shall be constructed along the perimeter of the limits of disturbance of the site. The operator and contractors shall be instructed not to disturb any soil of vegetation beyond the limits of construction as noted on the plans. The size of the site and undisturbed area does not justify the delineation of permanent conservation easements. 2. Preservation of Buffers There are not any existing buffers surrounding the site. These buffers are being preserved pursuant Town of Queensbury zoning regulation and therefore delineation of permanent conservation easements is not warranted. 3. Reduction of Clearing and Grading The limits of clearing and grading have been proposed at a minimum needed to construct the proposed facility. 4. Locating Development in Less Sensitive Areas The proposed development will not result in adverse impact to sensitive resource areas such as floodplains, steep slopes, erodible soils, wetlands, mature forests and critical habitats. 5. Open Space Design The proposed layout of this facility has been designed as conservatively as practical to reduce impervious coverage, preserve open space and protect water resources, while maintaining adequate space for access, parking and building area needed for the proposed use. 6 1 P 6. Soil Restoration/Preservation The majority of the green space within the limits of disturbance will be the area of the proposed stormwater management areas. The original properties and porosity of the soil will be maintained within the limits of the basins by surrounding this area with construction fence to ensure no heavy equipment is allowed in this area. This will enhance the runoff reduction performance of practice and thus reduce the generation of runoff. B. Reduction of Impervious Cover 1. Roadway Reduction Roadway reduction is not applicable to this project. 2. Sidewalk Reduction The sidewalks have been designed at a minimum width and length to provide safe access into the facility. 3. Driveway Reduction The access drives have been designed at a minimum width and length to provide safe access through the site. 4. Cul-de-sac Reduction Cul-de-sac reduction is not applicable to this project. 5. Building Footprint Reduction The building footprint has been designed at a minimum footprint to meet the needs of the intended use. 6. Parking Reduction The parking areas have been designed to provide the minimum number of spaces needed for the intended uses in accordance with local statute. 2. Determining Water Quality Volume: The Water Quality Volume (WQv)has been calculated and is shown in the details section of the Storm Water Management Report. 7 1 P „ 3. Runoff Reduction: The Runoff Reduction Volume (RRv) Criteria has been satisfied by providing more than the minimum RRv required in the proposed stormwater management practices which is outlined in the Stormwater Management Report. 4. Minimum RRv: The Runoff Reduction Volume Criteria has been satisfied by infiltration of 100% of the Water Quality Volume (WQv) as detailed in the Stormwater Management Report. 5. Apply SMP's to address remaining WQv: Additional SMP's are not required. 100% of the WQv is conveyed to a proposed infiltration practice. 6. Apply volume and peak rate control practices: Additional volume and peak rate controls are not required. 100% of the 100 year Storm event from the proposed developed areas is infiltrated on-site in the proposed infiltration practices. 8 1 P „ A. NYSDEC SPEDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITY PERMIT NO GP-0-15-002 NiE YORK Department ent Of PP 'U wT Environmental Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP-0-15-002 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2015 Expiration Date: January 28, 2020 John J. Ferguson Chief Permit Administrator 17-A-4114 "- 1 / 12/ 15 put ori ed Si nature I Date Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 PREFACE Pursuant to Section 402 of the Clean Water Act ("CWA"), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES') permit or by a state permit program. New York's State Pollutant Discharge Elimination System ("SPDES') is a NPDES- approved program with permits issued in accordance with the Environmental Conservation Law ("ECL'). This general permit ("permit") is issued pursuant to Article 17, Titles 7, 8 and Article 70 of the ECL. An owner or operator may obtain coverage under this permit by submitting a Notice of Intent ("NOI") to the Department. Copies of this permit and the NOI for New York are available by calling (518) 402-8109 or at any New York State Department of Environmental Conservation ("the Department") regional office (see Appendix G).They are also available on the Department's website at- http://www.dec.ny.gov/ An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of"construction activity', as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to Article 17-0505 of the ECL, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. They cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Part I. PERMIT COVERAGE AND LIMITATIONS..............................................................1 A. Permit Application .................................................................................................1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post-construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality.....................................................................................8 ED Eligibility Under This General Iferimiteeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part 11. OBTAINING PERMIT COVERAGE .....................................................................12 A. Notice of Intent (NOI) Submittal ..........................................................................12 B. Permit Authorization............................................................................................13 C. General Requirements For Owners or Operators With Permit Coverage ...........15 D. Permit Coverage for Discharges Authorized Under GP-0-10-001 .......................17 E. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...........................18 A. General SWPPP Requirements ..........................................................................18 B. Required SWPPP Contents ................................................................................20 C. Required SWPPP Components by Project Type.................................................23 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS .....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements .............................................24 C. Qualified Inspector Inspection Requirements......................................................24 Part V. TERMINATION OF PERMIT COVERAGE...........................................................28 A. Termination of Permit Coverage .........................................................................28 Part VI. REPORTING AND RETENTION OF RECORDS ................................................30 A. Record Retention ................................................................................................30 B. Addresses...........................................................................................................30 Part VII. STANDARD PERMIT CONDITIONS.................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit........................................................31 C. Enforcement........................................................................................................31 D. Need to Halt or Reduce Activity Not a Defense...................................................31 E. Duty to Mitigate ...................................................................................................32 F. Duty to Provide Information.................................................................................32 G. Other Information ................................................................................................32 H. Signatory Requirements......................................................................................32 I. Property Rights.......................................................................................................34 J. Severability.............................................................................................................34 K. Requirement to Obtain Coverage Under an Alternative Permit...........................34 L. Proper Operation and Maintenance ....................................................................35 M. Inspection and Entry ...........................................................................................35 N. Permit Actions.....................................................................................................36 O. Definitions ...........................................................................................................36 P. Re-Opener Clause ..............................................................................................36 11 Q. Penalties for Falsification of Forms and Reports.................................................36 R. Other Permits......................................................................................................36 APPENDIXA....................................................................................................................37 APPENDIXB....................................................................................................................44 APPENDIXC ...................................................................................................................46 APPENDIXD ...................................................................................................................52 APPENDIXE....................................................................................................................53 APPENDIXF....................................................................................................................55 III (Part 1) Part I. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1., Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. . Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a)— (f)of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available._ 1, Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) — (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the deviation or alternative design and provide information 1 (Part I.B.1) which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; and (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges 2 (Part I.B.1.c) from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion 3 (Part I.B.1.f) at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post- construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices ("SMPs") are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post- construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality Volume ("WQv") by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv 4 (Part I.C.2.a.ii) that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria ("Qf'): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or 5 (Part I.C.2.b.ii) standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity 6 (Part I.C.2.c.i) (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. 7 (Part I.C.2.c.iv) (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2, There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and . There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator m ust take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or 8 (Part I.D) if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner oroperatorto obtain an individual SPDES permit to continue discharging. E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges from construction activities. . Notwithstanding paragraphs E.1 and E.2 above, the following non- stormwater discharges may be authorized by this permit: discharges from firefighting activities; fire hydrant flushings; waters to which cleansers or other components have not been added that are used to wash vehicles or control dust in accordance with the SWPPP, routine external building washdown which does not use detergents; pavement washwaters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents are not used; air conditioning condensate; uncontaminated groundwater or spring water; uncontaminated discharges from construction site de-watering operations; and foundation or footing drains where flows are not contaminated with process materials such as solvents. For those entities required to obtain coverage under this permit, and who discharge as noted in this paragraph, and with the exception of flows from firefighting activities, these discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit- 9 (Part 15) 1., Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.C.2 of this permit. 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 5. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which disturb one or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. , Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which disturb two or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the USDA Soil Survey for the County where the disturbance will occur. 10 (Part I.F.8) 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.C.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (i) No Affect (ii) No Adverse Affect 11 (Part I.F.B.c.iii) (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. . Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. OBTAINING PERMIT COVERAGE A.Notice of Intent (NOI) Submittal 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the Department in order to be authorized to discharge under this permit. An owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address. NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4t" Floor Albany, New York 12233-3505 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. An owner or operator shall use either the electronic (eNOI) or paper version of the NOI. The paper version of the NOI shall be signed in accordance with Part VILH. of this permit and submitted to the address in Part II.A.1. 12 (Part II.A.2) The requirement for an owner or operator to have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.E. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4. 3. The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer Certification" statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. B. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria. a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA') (see 6 NYCRR Part 621) have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner oroperatorthat has satisfied the requirements of Part 11.B.2 above 13 (Part II.B.3) will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNO1) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post- construction stormwater management practices pursuant to Part III.C. b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNO1) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance" form. 4. The Department may suspend or deny an owner's or operator's coverage 14 (Part II.B.4) under this permit if the Department determines that the SWPPP does not meet the permit requirements. In accordance with statute, regulation, and the terms and conditions of this permit, the Department may deny coverage under this permit and require submittal of an application for an individual SPDES permit based on a review of the NOI or other information pursuant to Part II. 5. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.B. of this permit. C. General Requirements For Owners or Operators With Permit Coverage 1.. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0- 15-002), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. . The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall 15 (Part II.C.3.a) have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. . For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part IIIA. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice 16 (Part II.D) D. Permit Coverage for Discharges Authorized Under GP-0-10-001 1., Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-10-001), an owner or operator of a construction activity with coverage under GP-0-10-001, as of the effective date of GP-0-15-002, shall be authorized to discharge in accordance with GP-0-15-002, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-15-002. E. Change of Owner or Operator 2, When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. Once the new owner or operator obtains permit coverage, the original owner or operator shal I then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.A.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operatorwas not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. 17 (Part III) Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. . The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. . All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority. . The Department may notify the owner or operator at any time that the 18 (Part III.A.5) SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.C.4. of this permit. .. 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: "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 of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the 19 (Part III.A.6) trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shal I submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1.. Erosion and sediment control component -All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner oroperatormust demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project; b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); flood plain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other 20 (Part III.B.1.d) activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. Include the reason for the deviation or alternative design 21 (Part III.B.1.1) and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component — The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post-development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates 22 (Part III.B.2.c.iv) that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. . Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post- construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners oroperators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part I I I.B.2 or 3 of this permit. 23 (Part IV) Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post- construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. . For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 24 (Part IV.C) The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In orderto perform these inspections, the trained contractorwould have to be a- - licensed Professional Engineer, - Certified Professional in Erosion and Sediment Control (CPESC), - Registered Landscape Architect, or -someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1)or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1)or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable. a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and 25 (Part IV.C.2.b) the owner or operator has received authorization in accordance with Part II.C.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed, and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.A.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall 26 (Part IV.C.2.e) be separated by a minimum of two (2) full calendar days. . At a minimum, the qualified inspectorshall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; 27 (Part IV.C.4.i) i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and I. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 5. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1, An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.A.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 28 (Part V.A.2) 2, An owner or operator may terminate coverage when one or more the following conditions have been met- a. Total project completion -All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.E. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4, For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the "MS4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certification(s) required in Part V.A.3. of this permit. 29 (Part V.A.5) 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right- of-way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION OF RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.A.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. 30 (Part VII) Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non-compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 31 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post- construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOls and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the 32 (Part VII.H.1.a.i) corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). , The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VI I.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named 33 (Part VII.H.2.b) individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4, The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to 34 (Part VII.K.1) discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owneroroperatorto achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner's or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2, Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 3. Inspect at reasonable times any facilities or equipment(including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. 35 (Part VII.N) N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 36 APPENDIX A Definitions Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater'. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for"Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied 37 on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750- 1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property— means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize — means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, 38 ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State,- (i i) tate;(ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer, and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). New Development— means any land disturbance that does meet the definition of Redevelopment Activity included in this appendix. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. Performance Criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 39 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York.. Redevelopment Activity(ies) — means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is required to gain coverage under New York State DEC's SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s). 40 Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to- - Re-grading of gravel roads or parking lots, - Stream bank restoration projects (does not include the placement of spoil material), - Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, - Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), - Placement of aggregate shoulder backing that makes the transition between the road shoulder and the ditch or embankment, - Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, - Long-term use of equipment storage areas at or near highway maintenance facilities, - Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, - Existing use of Canal Corp owned upland disposal sites for the canal, and - Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations — means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria — means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Steep Slope — means land area with a Soil Slope Phase that is identified as an E or F, or 41 the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) -A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part I I I.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 42 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 43 APPENDIX B Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d)segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Bike paths and trails • Sidewalk construction projects that are not part of a road/highway construction or reconstruction project • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Land clearing and grading for the purposes of creating vegetated open space (i.e. recreational parks, lawns, meadows, fields), excluding projects that alter hydrology from pre to post development conditions • Athletic fields (natural grass)that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of less than five acres and construction activities that include the construction or reconstruction of impervious area The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1)acre of land: • All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000)square feet and one (1) acre of land. 44 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5)or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5)acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5%of disturbed area)or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building(e.g. silo) and structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State"that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional, includes hospitals, prisons, schools and colleges • Industrial facilities, includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's and water treatment plants • Office complexes • Sports complexes • Racetracks, includes racetracks with earthen (dirt)surface • Road construction or reconstruction • Parking lot construction or reconstruction • Athletic fields (natural grass)that include the construction or reconstruction of impervious area (>5%of disturbed area)or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project , wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in L_-Table 1 45 APPENDIX C Watersheds Where Enhanced Phosphorus Removal Standards Are Required Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed — Figure 4 • Kinderhook Lake Watershed — Figure 5 46 Figure 1 - New York City Watershed East of the Hudson EEKMAN EAST R HKVLL PAWLING uPATTERSON KEINT SOUTHEAST PUT AM VALLE CARMELB I I`ER' N RTH SALEM aOMER CCR A WISE R R KTW EDFORD `° N RIDC OLIN K CO s W TLE RTH CAS M U LEASAN HA SON EOH Watershed 47 Figure 2 - Onondaga Lake Watershed CLAY CICERO ISO H S PIAN BUREN CILIA M N U INV EAST BE P-1 AISaUS O C SA. U ELBRI DG DEWITT IA ELLUiS IRAN ,STEL S O ON AGA LAFA "E E INS OTI$OO PAFF TULLY ,,,,,,,, .... Ph sphorus 'U"10"ate REBLE 48 Figure 3 - Greenwood Lake Watershed .............................................................................................................................. WARWICK -------------------------------------------------------- GREENWOOD LAKE Phosphorus Watershed 49 Figure 4 - Oscawana Lake Watershed PHIL IPSTOI j KEIT IPUTNAM VALLEY OSCAWANA LAKE CARMEL Phosphorus Waterslhed j 50 Figuar'e 5: I inn rh ook Lake Watershed ed SAND LAKE EAST GREENBUSH " NASSAU SIr�H HOICY,�4,I�:K " II NEW LEBANON KIIINIDERHOOK CHATHAM r ANIN I Tawwm,Village,or City H3oun, ary for New York State 0 q 2 4 Mulles, Kilnderlhiook Lake;Watershed 51 APPENDIX D Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 52 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity(e.g. silt, sediment or nutrients). Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015. COUNTY WATERBODY COUNTY WATERBODY Albany Ann Lee (Shakers)Pond, Stump Pond Greene Sleepy Hollow Lake Albany Basic Creek Reservoir Herkimer Steele Creek tribs Allegheny Amity Lake, Saunders Pond Kings Hendrix Creek Bronx Van Cortlandt Lake Lewis Mill Creek/South Branch and tribs Broome Whitney Point Lake/Reservoir Livingston Conesus Lake Broome Fly Pond, Deer Lake Livingston Jaycox Creek and tribs Broome Minor Tribs to Lower Susquehanna Livingston Mill Creek and minor tribs (north) Livingston Bradner Creek and tribs Cattaraugus Allegheny River/Reservoir Livingston Christie Creek and tribs Cattaraugus Case Lake Monroe Lake Ontario Shoreline,Western Cattaraugus Linlyco/Club Pond Monroe Mill Creek/Blue Pond Outlet and tribs Cayuga Duck Lake Monroe Rochester Embayment-East Chautauqua Chautauqua Lake, North Monroe Rochester Embayment-West Chautauqua Chautauqua Lake, South Monroe Unnamed Trib to Honeoye Creek Chautauqua Bear Lake Monroe Genesee River, Lower, Main Stem Chautauqua Chadakoin River and tribs Monroe Genesee River, Middle, Main Stem Chautauqua Lower Cassadaga Lake Monroe Black Creek, Lower, and minor tribs Chautauqua Middle Cassadaga Lake Monroe Buck Pond Chautauqua Findley Lake Monroe Long Pond Clinton Great Chazy River, Lower, Main Stem Monroe Cranberry Pond Columbia Kinderhook Lake Monroe Mill Creek and tribs Columbia Robinson Pond Monroe Shipbuilders Creek and tribs Dutchess Hillside Lake Monroe Minor tribs to Irondequoit Bay Dutchess Wappinger Lakes Monroe Thomas Creek/White Brook and tribs Dutchess Fall Kill and tribs Nassau Glen Cove Creek, Lower, and tribs Erie Green Lake Nassau LI Tribs (fresh)to East Bay Erie Scajaquada Creek, Lower, and tribs Nassau East Meadow Brook, Upper, and tribs Erie Scajaquada Creek, Middle, and tribs Nassau Hempstead Bay Erie Scajaquada Creek, Upper, and tribs Nassau Hempstead Lake Erie Rush Creek and tribs Nassau Grant Park Pond Erie Ellicott Creek, Lower, and tribs Nassau Beaver Lake Erie Beeman Creek and tribs Nassau Camaans Pond Erie Murder Creek, Lower, and tribs Nassau Halls Pond Erie South Branch Smoke Cr, Lower, and Nassau LI Tidal Tribs to Hempstead Bay tribs Nassau Massapequa Creek and tribs Erie Little Sister Creek, Lower, and tribs Nassau Reynolds Channel, east Essex Lake George (primary county: Warren) Nassau Reynolds Channel,west Genesee Black Creek, Upper, and minor tribs Nassau Silver Lake, Lofts Pond Genesee Tonawanda Creek, Middle, Main Stem Nassau Woodmere Channel Genesee Oak Orchard Creek, Upper, and tribs Niagara Hyde Park Lake Genesee Bowen Brook and tribs Niagara Lake Ontario Shoreline,Western Genesee Bigelow Creek and tribs Niagara Bergholtz Creek and tribs Genesee Black Creek, Middle, and minor tribs Oneida Ballou, Nail Creeks Genesee LeRoy Reservoir Onondaga Ley Creek and tribs Greene Schoharie Reservoir Onondaga Onondaga Creek, Lower and tribs 53 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity, cont'd. COUNTY WATERBODY COUNTY WATERBODY Onondaga Onondaga Creek, Middle and tribs Suffolk Great South Bay,West Onondaga Onondaga Creek, Upp, and minor tribs Suffolk Mill and Seven Ponds Onondaga Harbor Brook, Lower, and tribs Suffolk Moriches Bay, East Onondaga Ninemile Creek, Lower, and tribs Suffolk Moriches Bay,West Onondaga Minor tribs to Onondaga Lake Suffolk Quantuck Bay Onondaga Onondaga Creek, Lower, and tribs Suffolk Shinnecock Bay(and Inlet) Ontario Honeoye Lake Sullivan Bodine, Montgomery Lakes Ontario Hemlock Lake Outlet and minor tribs Sullivan Davies Lake Ontario Great Brook and minor tribs Sullivan Pleasure Lake Orange Monhagen Brook and tribs Sullivan Swan Lake Orange Orange Lake Tompkins Cayuga Lake, Southern End Orleans Lake Ontario Shoreline,Western Tompkins Owasco Inlet, Upper, and tribs Oswego Pleasant Lake Ulster Ashokan Reservoir Oswego Lake Neatahwanta Ulster Esopus Creek, Upper, and minor Putnam Oscawana Lake tribs Putnam Palmer Lake Ulster Esopus Creek, Lower, Main Stem Putnam Lake Carmel Ulster Esopus Creek, Middle, and minor Queens Jamaica Bay, Eastern, and tribs(Queens) tribs Queens Bergen Basin Warren Lake George Queens Shellbank Basin Warren Tribs to L.George,Village of L Rensselaer Nassau Lake George Rensselaer Snyders Lake Warren Huddle/Finkle Brooks and tribs Richmond Grasmere,Arbutus and Wolfes Lakes Warren Indian Brook and tribs Rockland Congers Lake, Swartout Lake Warren Hague Brook and tribs Rockland Rockland Lake Washington Tribs to L.George, East Shr Lk Saratoga Ballston Lake George Saratoga Round Lake Washington Cossayuna Lake Saratoga Dwaas Kill and tribs Washington Wood Cr/Champlain Canal, minor Saratoga Tribs to Lake Lonely tribs Saratoga Lake Lonely Wayne Port Bay Schenectady Collins Lake Wayne Marbletown Creek and tribs Schenectady Duane Lake Westchester Lake Katonah Schenectady Mariaville Lake Westchester Lake Mohegan Schoharie Engleville Pond Westchester Lake Shenorock Schoharie Summit Lake Westchester Reservoir No.1 (Lake Isle) Schuyler Cayuta Lake Westchester Saw Mill River, Middle, and tribs St. Lawrence Fish Creek and minor tribs Westchester Silver Lake St. Lawrence Black Lake Outlet/Black Lake Westchester Teatown Lake Steuben Lake Salubria Westchester Truesdale Lake Steuben Smith Pond Westchester Wallace Pond Suffolk Millers Pond Westchester Peach Lake Suffolk Mattituck(Marratooka)Pond Westchester Mamaroneck River, Lower Suffolk Tidal tribs to West Moriches Bay Westchester Mamaroneck River, Upp, and tribs Suffolk Canaan Lake Westchester Sheldrake River and tribs Suffolk Lake Ronkonkoma Westchester Blind Brook, Lower Suffolk Beaverdam Creek and tribs Westchester Blind Brook, Upper, and tribs Suffolk Big/Little Fresh Ponds Westchester Lake Lincolndale Suffolk Fresh Pond Westchester Lake Meahaugh Suffolk Great South Bay, East Wyoming Java Lake Suffolk Great South Bay, Middle Wyoming Silver Lake Note: The list above identifies those waters from the final New York State "2014 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy", dated January 2015, that are impaired by silt, sediment or nutrients. 54 APPENDIX F LIST OF NYS DEC REGIONAL OFFICES Region COVERING THE DIVISION OF DIVISION OF WATER FOLLOWING ENVIRONMENTAL (DOW) COUNTIES: PERMITS (DEP) PERMIT ADMINISTRATORS WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD 50 CIRCLE ROAD STONY BROOK,NY 11790 STONY BROOK,NY 11790-3409 TEL.(631)444-0365 TEL.(631)444-0405 2 BRONX,KINGS,NEW YORK, 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, QUEENS AND RICHMOND 47-4021 ST ST. 47-4021 ST ST. LONG ISLAND CITY,NY 11101-5407 LONG ISLAND CITY,NY 11101-5407 TEL.(718)482-4997 TEL.(718)482-4933 3 DUTCHESS,ORANGE,PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE,SUITE 1W ROCKLAND,SULLIVAN,ULSTER NEW PALTZ,NY 12561-1696 WHITE PLAINS,NY 10603 AND WESTCHESTER TEL.(845)256-3059 TEL.(914)428-2505 4 ALBANY,COLUMBIA, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD DELAWARE,GREENE, SCHENECTADY,NY 12306-2014 SCHENECTADY,NY 12306-2014 MONTGOMERY,OTSEGO, TEL.(518)357-2069 TEL.(518)357-2045 RENSSELAER,SCHENECTADY AND SCHOHARIE 5 CLINTON,ESSEX,FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD FULTON,HAMILTON, RAY BROOK,NY 12977-0296 WARRENSBURG,NY 12885-1172 SARATOGA,WARREN AND TEL.(518)897-1234 TEL.(518)623-1200 WASHINGTON 6 HERKIMER,JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING LEWIS,ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET ST. LAWRENCE WATERTOWN,NY 13601-3787 UTICA, NY 13501-2885 TEL. 315 785-2245 TEL. 315 793-2554 7 BROOME,CAYUGA, 615 ERIE BLVD.WEST 615 ERIE BLVD.WEST CHENANGO,CORTLAND, SYRACUSE, NY 13204-2400 SYRACUSE, NY 13204-2400 MADISON,ONONDAGA, TEL.(315)426-7438 TEL.(315)426-7500 OSWEGO,TIOGA AND TOMPKINS 8 CHEMUNG,GENESEE, 6274 EAST AVON-LIMA ROAD 6274 EAST AVON-LIMA RD. LIVINGSTON,MONROE, AVON, NY 14414-9519 AVON, NY 14414-9519 ONTARIO,ORLEANS, TEL.(585)226-2466 TEL.(585)226-2466 SCHUYLER,SENECA, STEUBEN,WAYNE AND YATES 9 ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVE. CATTARAUGUS, BUFFALO, NY 14203-2999 BUFFALO, NY 14203-2999 CHAUTAUQUA, ERIE, TEL.(716)851-7165 TEL.(716)851-7070 NIAGARA AND WYOMING 55 B. NYSDEC NOTICE OF INTENT (NOI) AND NOTICE OF TERMINATION FORMS NYSDEC eBusiness Portal System - View Submission Page 1 of 20 101 Nr c%verMINRYder Stormwater General Permit for onruc ion version 1.12 ( ubimiissiion „ CIK_C. O _ OF , version 1) PRINTED ON 1/15/2016 Summary Submission #: 2CK-QOAZ-20FR Form: NOI for coverage under Stormwater General Permit for Construction Activity Applicant: Bohler Engineering Reference M Description: NOI for coverage under Stormwater General Permit for Construction Activity Notes There are currently no Submission Notes. https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06a1-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 2 of 20 Details Owner/Operator Information Owner/Operator Narne (Cornpan /Priivate Owner/M uniiciipalliit /Agency/IlnstiitLutiionq etc.) Switchco, LLC Owner/Operator Contact Person Last Narne (NO'S CONSULTANT) Nudi Owner/Operator Contact Person First Narne Gerard Owner/Operator Mailing Address p.o. Box 503 city Glens Falls State NY lip 12801 Phone 518-796-2179-'i Ernaiill jerrypn@live.com Federal 'Tax IID NONE PROVIDED Project Location https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-eO53-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 3 of 20 project/Siite Nairne Switchco, LLC. Hotel Development Street Address (Not P.O. ox) Corinth ROad Slide of Street North Ciity/'down/Viillllage ('THA'T ISSUES BUILDING PERMIT) Queesnbury State NY lip 12801 County WARREN DEC Region 5 Name of Nearest Cross Street Big Bay Road Distance -to Nearest Cross Street (Feet) 1 Project In Relation -to Cross Street North 'Tac Map Numbers Section-Block-Parcell https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 4 of 20 309.13-1-73 'Tac Map Numbers NONE PROVIDED 1. Coordinates Provide the Geographic Coordinates for the project site. The two methods are: - Navigate to the project and obtain the XY coordinates. -The "Find Me" button will provide the lat/long for the person filling out tl click the map to place a marker and obtain the XY coordinates. Navigate to your Ilocation and click on the snap to get the X,Y coordinates 43.29818762297683,-73.68265003051766 Project Details 2m What its the nature of thiis project" New Construction 3. Select the predominant land use for both pre and post development conditions. Pre-Develloprnent Existing Landuse Forest Post-Develloprnent Future Land Use Commercial Sae Ilf Single Familly Subdivision was sellected !in question 3, eater the number of subdivision Ilots NONE PROVIDED https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 5 of 20 4. In accordance with the larger common plan of development or sale, enter the total project site acreag area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. 'To-tall Site Area (acres) 16.4 'To-tall Area to be Disturbed (acres) 7.5 Existing Impervious Area to be Disturbed (acres) 0 Future Impervious Area Within Disturbed Area (acres) 2.1 5. Do you plan to disturb more than 5 acres of soiill at any one tiime? No 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 (%) NONE PROVIDED C (%) NONE PROVIDED D (%) NONE PROVIDED https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 6 of 20 '7e Is thiis a phased project" No 8. Enter the planned start and end dates of the disturbance activities. Start Date 04/01/2016 End Date 03/31/2017 9. Identify the nearest surface aterbody(iies) to which construction siite runoff wilill discharge. There is no site discharge Sae Type of waterbody !identified !in question 9? Other Type On Site Other WaterbodyType Off Site Description NONE PROVIDED 9b. Ilf°" etlland°"was selected !in 9A, how was the wetliand !identified? NONE PROVIDED 10. Has the surface aterbody(iies !in question 9 been !identified as a 303(d) segirnent !in Appendix 11. Is thiis project (located !in one of the Watersheds !identified !in Appendix C of GP-0-15-00 ? No 12. Is the project (located !in one of the watershed areas associated with AA and -S classified v No https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 7 of 20 If No, skip question 13. 13. Does this construction activity disturb Iland with no existing impervious; cover and where -the USDA Solill Survey? Ilf Yes, what isthe acreage to be disturbed? NONE PROVIDED 14. Wilill -the project disturb soiills within a State regullated wetliand or-the protected 100 foot adjace No 15. Does -the slite runoff enter a separate storrn sewer system (linoli udlin roadside dralins, s all s, No 16. What its -the mine of-the imu n1i cli pall ity/e ntlit that ownsthe separate storrn sewer s st rn? NONE PROVIDED 17. Does any runoff from -the slite enter a sewer ollasslifii d as a Dornblin d Sewer? No 18. Wilill -future use of this slite be an a riic ulltLurall property as defined b -the NYS Agricullture and U No 19. Is this property owned b a state authority, state agency, f d rall governiment or Ilooall govern No 20. Is this a r imedliatiion project beling alone under a Department approv al worlk pllan? (live. DERD No Required SWPPP Components https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 8 of 20 1. Has the required Erosion and Sediment Con-troll component of the SWPPP been develloped !in Specifications -for Erosion and Sediment Con-troll (alka Bllue oolk)? Yes 22. Does thiis construction activity require the develloprnent of a SWPPP that iincludes; the post-cm component (Le. Runoff Reduction, Water Quallity and Quantity Con-troll practices/techniques)? Yes If you answered No in question 22, skip question 23 and the Post-construction Criteria an( 23. Has the post-construction storrnwater management practice component of the SWPPP been torrnwater Management Design I anuall? Yes 2 . 'The Stormwater Pollution Prevention Plan ( PPP)was prepared by: Professional Engineer (P.E.) PPP Preparer Bohler Engineering Contact Nairne (Last, Space, First) O'Connor Joshua I aiilliing Address 17 Computer Drive West City Albany State NY lip https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 9 of 20 12205 Phone 5184389900 Ernaiill joconnor@bohlereng.com Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the lir certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned doc Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification -Attachment NONE PROVIDED Comment: NONE PROVIDED Erosion & Sediment Control Criteria 25. Has a construction sequence sched elle for the planned management practices been prepares Yes 26. Select all of the erosion and sediment control practices that will be employed on the pr Temporary Structural Check Dams Construction Road Stabilization Rock Dam Sediment Basin Silt Fence Stabilized Construction Entrance Storm Drain Inlet https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 10 of 20 Protection Straw/Hay Bale Dike iiotechniicall None Vegetative Measures Grassed Waterway Mulching Protecting Vegetation Seeding Straw/Hay Bale Dike Topsoiling Permanent Structural Riprap Slope Protection Other NONE PROVIDED Post-Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 27. Identify allll siite planning practices that were used to prepare the fiinall siite plan/layout for the 1 Preservation of Undisturbed Area Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Roadway Reduction Sidewalk Reduction https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-eO53-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 11 of 20 Driveway Reduction Cul-de-sac Reduction Building Footprint Reduction Parking Reduction 27a. Indicate which of the following soiill restoration criteria was used to address the req uiirernen9 I anuall (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). 28. Provide the totall Water Quality Volume (WQv) required for thiis project (based on -fiinall siite pllz 8869 29. Post-construction SMP Identification Use the Post-construction SMP Identification section to identify the RR techniques (Area Reduction), RF with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be use runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contrib total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects sh to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will no 33a after identifying the SM 0. Indicate the 'Totall RRv provided by the R techniiq ues (Area/Vollurne Reduction) and Standarc (acre-feet) 8869 1. Is the 'Totall RRv provided (#30) greater than or eq call to the totall WQv required (#28)? Yes If Yes, go to question 36. If No, go to question 32. 2. Provide the Mliniim urn RRv required based on HSG. [Mliniim urn RRv Req mired ;= (P) (0.95) (Ali)B https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-eO53-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 12 of 20 NONE PROVIDED 32a. Is the 'Totall RRv provided (#30) greater than or equall to the I iiniim urn RRv Required (#32)? If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#2 criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design tc 33. SMPs Use the Post-construction SMP Identification section to identify the Standard SMPs and, if applicable, tl total WQv (=Total WQv Required in #28-Total RRv Provided in #30). Also, provide the total impervious NOTE: Use the Post-construction SMP Identification section to identify the SMPs used on Redevelopme 33a. Indicate the 'Total) WQv provided (Lee WQv treated) by the SMPs !identified !in question #33 ar question #29. (acre-feet) NONE PROVIDED Note: For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calcula provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the spurn of the 'Totall RRv provided (#30) and the WQv provided (#33a). NONE PROVIDED 35. Is the spurn of the RRv provided (#30) and the WQv provided (#33a) greater than or equall to th If Yes, go to question 36. If No, sizing criteria has not been met; therefore, NOI can not be processed. S criteria. 36. Provide the total Channel Protection Storage Volume (CPv required and provided or si https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 13 of 20 CPv Required (acre-feet) 0 CPv Provided (acre-feet) 0 36a. 'The need to provide channel protection has been waived because: 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 wai) Overbank Flood Control Criteria (Qp) Prew evelloprnent (CFS) 0 Post-Develloprnent (CFS) 0 Total Extreme Flood Control Criteria (Qf) Prew evelloprnent (CFS) 0 Post-Develloprnent (CFS) 0 37a. The need to meet the Qp and Qf criteria has been waived because: Downstream analysis reveals that the Qp and Qf controls are not required. https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 14 of 20 38. Has a Ilong term Operation and Maintenance Plan -for the post-construction storrnwater mana Yes IIf Yes, Identify the entiity responsible -for the Ilong term Operation and Maintenance Switchco LLC 39. Use thiis space to summarize the specific siite limitations and justification -for not reducing 10 space can allso be used -for other pertinent project iinformation. NONE PROVIDED Post-Construction SMP Identification Runoff Reduction (RR) Techniques, Standard Stormwater Management Practices (SMPs) Identify the Post-construction SMPs to be used by providing the total impervious area that contributes rL Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the technique/practice. RR Techniques (Area Reduction) Round to the nearest tenth 'To-tall Contributing Acres -for Conservation of NatLurall Area (RR-1) NONE PROVIDED 'To-tall Contributing Impervious iious Acres -for Conservation of NatLurall Area (R w1) NONE PROVIDED 'To-tall Contributing Acres -for SheetfUow-to RiparianBuffers/Filter Strips (RR-2) NONE PROVIDED 'To-tall Contributing Impervious iious Acres -for Sheet-flow-to RiparianBuffers/Filter Strips (RR-2) NONE PROVIDED https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 15 of 20 'To-tall Contributing Acres for Tree PlIantiin /Tree Piit (RR-3) NONE PROVIDED 'To-tall Contributing Impervious Acres for Tree PlIantiin /Tree Piit (RR-3) NONE PROVIDED 'To-tall Contributing Acres -tor Disconnection of Roo-ftop Runoff(RR-4) NONE PROVIDED RR Techniques (Volume Reduction) 'To-tall Contributing Impervious Acres -tor Disconnection of Rooftop Runoff(RR-4) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Vegetated Swalle (R w5) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Raiin Garden (R w6) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Storimwater PlIant r(RRJ) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Raiiru Barre l/Cii t rn (R w6) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Porous Pavement (RR-9) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Green Root(RR-10) NONE PROVIDED Standard SMPs with RRv Capacity https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 16 of 20 'To-tall Contributing Impervious Acres -tor IInflilltratiion 'Tr nch (II-1) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor IInfiilltratiioru Basin (IIw2) 6.04 'To-tall Contributing Impervious Acres -tor Dry Weill (IIw3) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Underground Infiilltratiion System (IIw4) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Blioretention (F-5) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Dry Swalle (0-1) NONE PROVIDED Standard SMPs 'To-tall Contributing Impervious Acres -tor I Uii ro ooll Extended Detention (P-1) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Wet Pond (P-2) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Wet Extended Detention (P-3) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Mulltliplle Pond System (P-4) https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 17 of 20 NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Pocket Pore (P-5) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Spur-face Bead Fiillt r (F-1) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Underground San Fiillt r(F-2) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Perimeter an Fiillt r(F-3) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Organic Fiillt r(F-4) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Shalillow Wetlland (W-1) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Extended Detention tllan (W-2) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Pond/Wetlland System (W-3) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Pocket Wetlland (W-4) NONE PROVIDED 'To-tall Contributing Impervious Acres -tor Wet Swalle (0-2) NONE PROVIDED Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMEW https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-eO53-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 18 of 20 'To-tall Contributing Impervious Area for Hydrodynamic NONE PROVIDED 'To-tall Contributing Impervious iious Area for Wet Va ullt NONE PROVIDED 'To-tall Contributing Impervious Area for Media iia Eiillter NONE PROVIDED "Other" All-ternative IP? NONE PROVIDED 'To-tall Contributing Impervious iious Area for "Other" NONE PROVIDED Provide the name and manufaturer of the alternative SMPs (i.e. proprietary practice(s)) be Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 2 required and total WQv provided for the project. Manufacturer of AIl-ternative SMP NONE PROVIDED Nairne of AIl-ternative SMP NONE PROVIDED Other Permits 0. Identify other DEC perrniits, existing and new, that are required for this project/feciilliity. None IIf SPDES Mull-ti-Sector OP, then glive perrniit IID NONE PROVIDED https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-eO53-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 19 of 20 IIf Other, then !identify NONE PROVIDED 41. Does thiis project require a SUS Army Corps of Engineers Wetliand Permit? No IIf"Yes," then !indicate Size of(Impact, !in acres, to the nearest tenth NONE PROVIDED 42. If thiis NOII its being submitted for the purpose of continuing or transferring coverage sunder a construction activities, please !indicate the former SPDES number assigned. NONE PROVIDED 4 SWPPP Acceptance 43. Is thiis project subject to the requirements of a regullated, traditional (land use con-troll MS4? Yes - Please attach the MS4 Acceptance form below If No, skip question 44 44. Has the "MS4 SWPPP Acceptance" form been signed b the principal executive officer or ran NOII? MS4 Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload -Attachment NONE PROVIDED Comment: NONE PROVIDED https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 NYSDEC eBusiness Portal System - View Submission Page 20 of 20 Owner/Operator Certification Owner/Operator Certification Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. Owner/Operator Certification Form (PDF, 45KB) Upload Owner/Operator Certification Form Attachment NONE PROVIDED Comment: NONE PROVIDED Attachments Date Attachment Name None Status History Date User Processing Status None Processing Steps Step Name Assigned To/Completed By Form Submitted - Review Toni Cioffi Deemed Complete Toni Cioffi https://nform-prod.dec.ny.gov/SubmissionVersion/c0925929-06al-878c-e053-6868b38650... 1/15/2016 New York State Department of Environmental Conservation Division of Water 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:SWltchco, LLC 2. street Address:PO Box 503 3. city/state/zip:Queensbury, NY 12801 4. Contact Person:Gerard Nudl 4a.Telephone:518-796-2179 5. Contact Person E-Mail:jerrypn@Iive.com II. Project Site Information 5.Project/Site Name:Proposed Hotel 6. Street Address:Corinth Road 7. city/zip:Queensbury, 12801 8. County:Warren 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 NIE Y RK Department Cf STAITr or OPPORTUNITY EnvirGnm ntal Conservation NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor 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) I. Project Owner/Operator Information 1. Owner/Operator Name:Switchco, LLC 2. Contact Person:Gerard 3. Street Address:PO Box 503 4. City/State/zip:Queensbury, NY 12801 II. Project Site Information 5. Project/Site Name:Proposed Hotel 6. Street Address:Corinth Road 7. City/State/zip:Queensbury, NY 12801 III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4:Town of Queensbury 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement-MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I 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 Stormwater 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 MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI.Additional Information (NYS DEC- MS4 SWPPP Acceptance Form -January 2015) Page 2 of 2 C. STORMWATER MANAGEMENT GENERAL OPERATION AND MAINTENANCE PLAN, CONSTRUCTION / OPERATION AND MAINTENANCE / INSPECTION REPORT FORMS, INSPECTOR CERTIFICATION FORM, INSPECTION LOG INSPECTION NOTES: THIS SECTION CONTAINS A GENERAL MAINTENANCE PLAN, INSPECTION REPORT FORMS, MANUALS AND LOGS TO ASSIST THE INSPECTION, PROPER INSTALLATION AND CONTINUED OPERATIONS AND MAINTENANCE OF THE SYSTEM DURING CONSTRUCTION AND AFTER, FOR THE LIFETIME OF THE FACILITY. THE INSPECTOR SHALL MEET THE REQUIREMENTS AS OUTLINED IN THE GENERAL PERMIT AND SHALL BE FAMILIAR WITH THE COMPONENTS OF THE STORMWATER MANAGEMENT SYSTEM. THE INSPECTOR SHALL FOLLOW ALL DOCUMENTS INCLUDED IN THE SWPPP. THE PROPER INSTALLATION AND PROTECTION OF THE INFILTRATION BASINS DURING CONSTRUCTION IS CRITICAL TO THE LONG TERM OPERATION OF THIS SYSTEM. THE CONSTRUCTION SEQUENCING AND PLAN NOTES ON THE EROSION AND SEDIMENT CONTROL PLAN MUST BE FOLLOWED WITH SPECIFIC ATTENTION TO THE PROPER MARKING, PROTECTION AND INSTALLATION OF THE INFILTRATION AREAS. STORMWATER FROM DISTURBED AREAS SHALL BE DIVERTED TO THE TEMPORARY SEDIMENT BASINS AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN. THE STORMWATER SYSTEM SHALL NOT BE CONNECTED TO THE PRE-TREATMENT UNIT OR INFILTRATION SYSTEM OR ANY STORMWATER DIVERTED TO THE SYSTEM UNTIL THE CONTRIBUTING AREAS HAVE BEEN COMPLETELY STABILIZED AND INSPECTED BY THE TOWN STORMWATER COORDINATOR. New York State Stormwater Management Design Manual 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 New York State Stormwater Management Design Manual 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: New York State Stormwater Management Design Manual Infiltration Basin Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Trench surface clear of debris Inflow pipes clear of debris Overflow spillway clear of debris Inlet area clear of debris 2. Sediment Traps or Forebays (Annual) Obviously trapping sediment Greater than 50% of storage volume remaining 3. Dewatering (Monthly) Trench dewaters between storms 4. Sediment Cleanout of Basin (Annual) No evidence of sedimentation in trench Sediment accumulation doesn't yet require cleanout 5. Inlets (Annual) New York State Stormwater Management Design Manual MAINTENANCE ITEM SATISFACTORY COMMENTS UNSATISFACTORY Good condition No evidence of erosion 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repair No evidence of erosion 7. Aggregate Repairs (Annual) Surface of aggregate clean Top layer of stone does not need replacement Basin does not need rehabilitation Comments: Actions to be Taken: INSPECTION CERTIFICATION FORM Name New York SPDES Permit number (fill in when obtained) Certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Signature Date Title SPDES GENERAL PERMIT GP-0-15-002 SWPPP CONSTRUCTION INSPECTION LOG DATE REASON ASSESSMENT D. CONTRACTOR / OWNER CERTIFICATION FORMS, CONSTRUCTION ACTIVITY FORM CONTRACTOR CERTIFICATION FORM Proposed Hotel Corinth Road 8v I-87 Exit 18. Town of Queensbury, Warren County, NY Contractor responsible for the implementation of the SWPPP: Company Name Business Telephone Number Business Address City, State, Zip Code Business Facsimile E-mail Address CERTIFICATION: "I hereby certify 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 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." Signature Date Printed Name Title Company Name Business Telephone Number Business Address City, State, Zip Code OWNER CERTIFICATION SWITCHCO, LLC Owner New York SPDES Permit number (fill in when obtained) Certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Signature Date Title CONSTRUCTIONACTIVITY FORM NOTE: The contractor is responsible for maintaining an accurate and complete log of construction activities, including, but not limited to, commencement of stabilization, major grading activities, timeframes when construction ceases on a portion of site (temporary or permanent) until the Notice of Termination (NOT) is filed. MAJOR STABILIZATIONAND GRADING ACTIVITIES Construction Activity Contractor Name Start Date End Date Location E. NYSOPRHP MAP Cultural Resource i ._ ........ ......... ........ ........ ......... ..... ...................... w Simm j i mrd UAV e„ a„ "T, CL iaiii�i eta. j, iL ' � WVt�rdlJ";711,; w 4I�� " � ,ii� .,,,,,.., r IP id,; . � f CNS It Nil, m`Nb 9, m � 001, y ,�y,,,;� ,r,,, �, �m I ii w ,„ 9 h - i /'of, iii //P 11/0 / w ��<<m �<<<<rrr ..� ''�� Ill i rYlw.. e I II ler: !" w II II F. STORMWATER MANAGEMENT REPORT STORMWATER MANAGEMENT REPORT SWITCHCO, LLC Proposed Hotel Corinth Road Town of Queensbury, Warren County, NY January 15, 2016 Prepared by: BOH R ENGINEERING 17 Computer Drive West, Albany, NY 12205 Phone: (518) 438-9900 Fax: (518) 438-0900 www.bohlereng.com No. 6150215 TABLE OF CONTENTS SECTION IIntroduction........................................................................Page 2 II Existing Stormwater Conditions.................................................Page 2 A: Existing storm-water conditions summary B: Existing Watershed Plan III Proposed Stormwater Conditions................................................Page 5 A: Proposed Stormwater Conditions Summary B: Proposed Watershed Plan C: Conclusion D: Pre and Post development Flow Rate Comparison Table E: WQv and RRv Calculation Worksheets F: Pre and Post Development Watershed Calculations and Hydrographs for the 1, 10, and 100 year storm events G: NRCS Soils Data H: Geotechnical Engineering Report IP I. Introduction Switchco, LLC proposes to construct a 13,800 sf, 4 story hotel with 100 rooms, associated parking facilities and an asphalt driveway which will provide access to Corinth Road to the South. The project will be developed on a site owned by the applicant. The project is situated on a 16.4± acre parcel situated to the north of Corinth Road where it has a major frontage and also to the west of I-87 southbound where it also has a minor frontage. This parcel is located on Corinth Road to the North and East of the intersection with Big Bay Road where it is anticipated that the driveway connection will be made at the existing traffic light. This report will briefly discuss the proposed site development and provide a detailed analysis of the existing and proposed site conditions and the proposed stormwater management system. Hydraulic calculations included in this report were generated for the 1, 10 and 100 year storm events utilizing the SCS TR-20 and HydroCad Stormwater modeling software. IL Existing Stormwater Conditions: Existing Conditions Summary: The 16.4± acre parcel is currently undeveloped. Ground cover consists of generally flat woodland area. The topography of the site is sloped such that stormwater gently flows to a variety of shallow depressions within the site which discharge to groundwater. The existing project site watershed area is designated as Existing Watershed 1-4. Existing Watershed Area 1 is bounded by Corinth Road to the south, and an existing ridge running across the site to the north from northwest to southeast. This watershed primarily consists of forested areas. Stormwater from this area travels in a westerly direction via sheet and shallow concentrated flow to a depressed area and discharges to groundwater. This depressed area has been designated Discharge Point 1 (IDP) for analysis of this watershed. Existing Watershed Area 2 is bounded by Watershed Area 1 south, the existing property boundary to the west and east, and an existing ridge running across the site to the north from northwest to southeast. This watershed primarily consists of grassed areas and some wooded area in the eastern part of the watershed. St This watershed primarily consists of forested areas. Stormwater from this area travels in a northerly direction via sheet and shallow concentrated flow to a depressed area and discharges to groundwater. This depressed area has been designated Discharge Point 2 (2DP) for analysis of this watershed. 2 1 P Watershed Area 3 is bounded by existing property boundary to the north and existing ridges to the south and east. This watershed primarily consists of forested areas. Stormwater from this area travels in a easterly direction via sheet and shallow concentrated flow to a depressed area and discharges to groundwater. This depressed area has been designated Discharge Point 3 (3DP) for analysis of this watershed. Watershed Area 4 is bounded by existing property boundary to the east and existing ridges to the west. This watershed primarily consists of forested areas. Stormwater from this area travels in a easterly direction via sheet and shallow concentrated flow to a depressed area and discharges to groundwater. This depressed area has been designated Discharge Point 4 (4DP) for analysis of this watershed. The existing watershed area and topography are illustrated on the Existing Watershed Plan included on the next page of this report. 3 1 P „ � LL LLLL �LL W ad oo do C5 P� w w xz W oW o W o W o o S O C O C O S O � OM� P� w b `ftp I LUka�QM W l - a� LLF \ w \ I I I o 0 I 13 w(xa �J zo 1N;3.9tl 0 O \ I ¢ a \ d' 2 / w r� w g Q w• .� e Z U I I W ?C) c l x o 0o LL� �a Dim ¢wQ �= Qwz oz , to a w a I I I = LU�M \ I ��g �g who =o CD 0 E�� 0�S 2, w _ 3CIRT3ih4/S.hd�1LiI2LI1` °J z �a �a �wz gz I Q ¢¢ = 0 O W Z H X aWa � W w LLJ of l (D< I I � \ 90 III I I I I I I I (6 I I I I I I I I I� I I5.1v W s } I I I t III. Proposed Stormwater Conditions: Proposed Conditions Summary: The proposed development is designed to mimic the existing drainage patterns and reduce the discharge flow rate from the pre-developed to post- developed condition. The proposed project site was divided into two watershed areas designated as Watershed Areas 1-8. The watersheds have unique flow paths and therefore have been analyzed individually. Proposed Watershed Area 1 is comprised of 31,611 sq. ft. (4%) of the contributing drainage area, and is located in the southwest of the project site and is bounded by Proposed Watershed Area 2 to the east along the centerline of the proposed driveway, Corinth Road to the south, an existing ridge to the west at the subject property line and Proposed Watershed Area 4 to the north. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along proposed gutters to proposed sedimentation basin 1. The sedimentation basin is designed for pre- treatment prior to discharging to proposed infiltration basin 1. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 2 is comprised of 57,839 sq. ft. (8%) of the contributing drainage area, and is located in the southeast of the project site and is bounded by Proposed Watershed Area 1 to the west along the centerline of the proposed driveway, Corinth Road to the south and an existing ridge to the northeast which bounds Watershed 3. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along proposed gutters to proposed sedimentation basin 2. The sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 2. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 3 is comprised of 66,536 sq. ft. (9%) of the contributing drainage area, and is located in the southeast of the project site and is bounded by Proposed Watershed Area 2 to the southwest, the adjacent property to the east and Proposed Watershed 4 along the centerline of the proposed driveway to the north. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along proposed gutters to proposed sedimentation basin 3. The 4 1 P „ sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 3. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 4 is comprised of 81,554 sq. ft. (11%) of the contributing drainage area, and is located in the west of the project site and is bounded by Proposed Watershed Area 6 to the north, the adjacent property to the west and Proposed Watershed 3 along the centerline of the proposed driveway to the south. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along proposed gutters to proposed sedimentation basin 4. The sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 4. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 5 is comprised of 63,831 sq. ft. (9%) of the contributing drainage area, and is located in the east of the project site and is bounded by Proposed Watershed Area 7 to the north, the adjacent property to the south and Proposed Watershed 6 along the centerline of the proposed driveway to the west. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along a proposed swale to proposed sedimentation basin 5. The sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 5. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 6 is comprised of 63,831 sq. ft. (45%) of the contributing drainage area, and is located in the northwest of the project site and is bounded by Proposed Watershed Areas 5 and 7 to the east and the adjacent property to the north. This watershed consists of a portion of the proposed driveway, proposed greenspace and areas to remain forested. Stormwater from this area flows along a proposed swale to proposed sedimentation basin 6. The sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 5. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. 5 1 P „ Proposed Watershed Area 7 is comprised of 71,925 sq. ft. (10%) of the contributing drainage area, and is located in the northeast of the project site and is bounded by Proposed Watershed Area 5, 6 and 8 to the south west and east respectively and the adjacent property to the north. This watershed consists of a portion of the proposed driveway, the proposed hotel buildings and site amenities and proposed greenspace. Stormwater from this area flows along over pavement and along gutters to catch basins situated throughout. These catch basins convey flows to proposed sedimentation basin 6. The sedimentation basin is designed for pre-treatment prior to discharging to proposed infiltration basin 5. Stormwater will discharge from the sedimentation basin into the infiltration basin when it has reached its designed capacity via a proposed overflow spillway. The sedimentation and infiltration basin has been designed per the NYSDEC Stormwater Design Manual requirements for an I-2 Infiltration Basin. Proposed Watershed Area 8 is comprised of 22,000 sq. ft. (3%) of the contributing drainage area, and is located along the eastern boundary of the site which adjoins NYS I-87 and is bounded by Proposed Watershed Area 7 to the west, an existing ridge to the north along the property boundary. This watershed consists of grassed areas. Stormwater from this area sheet flows south to 4DP to match existing conditions. The proposed watershed areas, topography and flow paths are illustrated on the Proposed Watershed Plan, included on the following page of this report. 6 1 P 7 1 P „ LL LL LL I I I I I ~ I I I I I I I I I LL I I dao otic lido ado d d c+o0 oo N N N N N N N N N N N N N N N N N N W� o -w o o w o w O O ¢O ¢ O ¢O m ¢O rq ¢ ¢ 3O ¢ �✓' aW w ❑ [Y ❑ fL Q ❑K Q ❑ [Y Q ❑ J ❑ ❑ J ❑ U Q W F W F �Y W F K W F K W a W W F a W a u W p S Z 2 Z U' S Z U' S Z U' 2 d 2 2 Z 2 al IT�I H w No w o K W p w o K z w p r W ti ) O ti o ti O ti > O < w <o 3a0 ¢a � '> a3 3C 7 'o' ^W i¢ ¢ w w o o LL w = 14,0 1V w �I Luj-� In- Lu Lu ]Kallvj�IrUl Twit, v �a I I _ ✓a o 0.oo -o a `o I I I = o o ao a w wof Q �O EIKHl Lv LRrpihMHA ¢ a w awm opo _moo ao 1 1In r w d'r oQu) 0 o xz¢ o o �Lu r.JT4s1IH:)vssVIX o w7 zo — �� = h I ✓ �� aLu mi —fir— w ' III I I I : I E Ihaw -I 7 W m - III I I 1= I I I• I � �;-I I I I I I <I I I I o2� � �ai`d.�h.V Cd_�1F1`I�][�CI1FIaTl ✓ ¢ Conclusion: The proposed development has been designed to release stormwater at a rate not to exceed pre-development conditions for each storm event. The facility is designed to provide stormwater detention storage, discharge control and quality treatment. The stormwater management system is designed to meet the objectives set forth in the NYSDEC Stormwater Management Design Manual. Uniform sizing criteria were calculated as follows: • The 90% Rule Water Quality Volume (WQv) is discharged to I-2 Infiltration Basins. The infiltration basins have been designed per the requirements set forth by the NYSDEC. WQv calculations and requirements are illustrated on the enclosed detail sheet. • Runoff Reduction Volume (RRv) requirement has been achieved by infiltrating 100% of the WQv on-site in the proposed infiltration basins. • Channel Protection (Cpv) was calculated using the 24-hour extended detention of post developed 1 year, 24 hour storm event. 100% of the Cpv is infiltrated on site. • Overbank Flood (Qp) protection was designed to control the peak discharge from the 10-year storm to the 10-year predevelopment rates. These calculations can be found in the 10-year storm analysis for each watershed and the total site volume comparison included in the report. 100% of the Qp is infiltrated on-site. • Extreme Storm (Qf)protection was designed to control the peak discharge from the 100-year storm to rates less than the 100-year predevelopment rates. These calculations can be found in the 100-year storm analysis for each watershed and the total site volume comparison included in the report. 100% of the 100-year storm event is infiltrated on-site. The proposed stormwater management system as designed will serve to mitigate the effects of the development of the parcel, such that the proposed use will not adversely affect any downstream or adjacent properties. 8 1 P „ PH wz xz o b u H ¢ � 0o o z LU I I LU I I� i 7�fti�[t�V�IeIV�T � I I _ I � �m i wo `,3zs o C3Q U) � �.. � ¢ U) � � wrn _ o �w I I I �w < 01 W = W "' I I I o mooccli h ® o � � � mz _ LLi O. O W r II ® a W CO II 0' � (J) a O ¢ a p ti 2' LU V 3CINHW.INOTAINJ r 0 > ®' F LU Lu W N Gay aof Lu � u '.0 .� ¢ to ----IL a L.IT41SIYH,VSSVbd >>I I r I fn n env� V ISI HCIOHN i t x Version 1.7 Total Water Quality Volume Calculation Last Updated: 10/02/2015 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: 1 �r��llir enter F; Total Area��r��Impervious Cover. P= 3.05 JIM � 1 0.50 0.16 32% 0.34 644 WQv watershed 1 2 1.10 0.33 30% 0.32 1,342 WQV watershed 2 3 3.05 1.76 58% 0.57 6,619 WQV Watershed3 4 1.39 0.00 0% 0.05 265 WQv watershed 4 5 6 7 8 9 10 Subtotal (1-30) 6.04 2.25 37% 0.39 8,869 Subtotal 1 Total 6.04 2.25 37% 0.39 8,869 Initial WQv op Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf 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 tree Total 0.00 0.00 <<Initial WQv" 6.04 2.25 37% 0.39 8,869 Subtract Area 0.00 0.00 WQv adjusted after Area 6.04 2.25 37% 0.39 8,869 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 6.04 2.25 37% 0.39 8,869 Disconnect Infiltration Basin Worksheet 1 0.50 0.16 0.32 0.34 644.14 1.05 WQV Watershed 1 «WQv after adjusting for Reduced by Disc onnection0.00 32% 0.34 644 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. 0 ft Infiltration Rate 60.00 in/hour Okay 25%minimum, Pretreatment Sizing 100 % WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 644 lft3 Pretreatment Provided 1,193 Ift3 Pretreatment Techniques utilized Sedimentation Basin Design 644 ft 3 WQv Volume Basal Area 429f t2 Infiltration practices shall be designed to exfiltrate the entire WQv Required through the floor of each practice. Basal Area 719 'ft 2 Provided Design Depth 1.50 ;(ft Volume 1,079 t3 Storage Volume provided in infiltration basin area(not including Provided f pretreatment. RRv 644 ft 3 90%of the storage provided in the basin or WQv whichever is 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. Infiltration Basin Worksheet i 1 1 1.10 0.33 0.30 0.32 1341.65 1.05 WQV Watershed 2 Reduced by Disconnection 00- 0, 30% 0.32 1,342 «WQv after adjusting for Disconnected Rooftops routed to this practice. 0 ft ij WN Infiltration Rate 60.00 in/hour Okay 25%minimum, Pretreatment Sizing 100 % WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 1,342 t3 Pretreatment Provided 1,507 ft 3 Pretreatment Techniques utilized Sedimentation Basin Design 1,342 ft 3 WQv Volume Basal Area 894 f t2 Infiltration practices shall be designed to exfiltrate the entire WQv Required through the floor of each practice. Basal Area 995 ,ft 2 Provided Design Depth 1.50 ft Volume 1,494 t3 Storage Volume provided in infiltration basin area(not including Provided f pretreatment. RRv 1,342 ft 3 90%of the storage provided in the basin or WQv whichever is 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. Infiltration Basin Worksheet i 1 3.05 1.76 0.58 0.57 6618.67 1.05 WQV Watershed3 Reduced by Disconnection 00- 0, 58% 0.57 6,619 «WQv after adjusting for Disconnected Rooftops routed to this practice. 0 ft WO Infiltration Rate 60.00 in/hour Okay 25%minimum, Pretreatment Sizing 100 % WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 6,619 lft3 Pretreatment Provided 11,667 Ift3 Pretreatment Techniques utilized Sedimentation Basin Design 6,619 ft 3 WQv Volume Basal Area 2,206 t2 Infiltration practices shall be designed to exfiltrate the entire WQv Required f through the floor of each practice. Basal Area 22,323 ft Provided Design Depth 3.00 ft Volume 66,969 t3 Storage Volume provided in infiltration basin area(not including Provided f pretreatment. RRv 6,619 ft 3 90%of the storage provided in the basin or WQv whichever is 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. Infiltration Basin Worksheet 4 1.39 0.00 0.00 0.05 264.90 1.05 WQV Watershed 4 Reduced by Disconnection 0.00 0% 0.05 265 «WQv after adjusting for Disconnected Rooftops routed to this practice. 0 ft WO Infiltration Rate 60.00 in/hour Okay 25%minimum; Pretreatment Sizing 100 % WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 265 Ift3 Pretreatment Provided 265 Ift3 Pretreatment Techniques utilized Sedimentation Basin Design 265 ft 3 WQv Volume Basal Area 88f t2 Infiltration practices shall be designed to exfiltrate the entire WQv Required through the floor of each practice. Basal Area 100 ,ft 2 Provided Design Depth 3.00 ft Volume 300f t3 Storage Volume provided in infiltration basin area(not including Provided pretreatment. 3 90%of the storage provided in the basin or WQv whichever is RRv 265 ft 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. Minimum RRv Soil Group Acres S A 17.45 55 B 40 C 30% D 20 Total Area 17.45 S = 0.55 Impervious= 2.25 acre Precipitation 1.05 in Rv 0.95 Minimum RRv 4,481 ft3 0.10 of 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 0.00 0.00 0 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 6.04 2.25 8869 0 U M 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 0.00 0.00 0 Totals by Standard SMP w/RRV 6.04 2.25 8869 0 Totals by Standard SMP 0.00 0.00 0 Totals ( Area + Volume + all SMPs) 6.04 2.25 8,869 0 Impervious Cover V okay NOI QUESTIONS Reported Value cf of 28 Total Water Quality Volume (WQv) Required 8869 0.204 30 Total RRV Provided 8869 0.204 31 Is RRv Provided >_WQv Required? Yes 32 Minimum RRv 4481 0.103 32a Is RRv Provided >_ Minimum RRv Required? Yes 33a Total WQv Treated 0 0.000 34 Sum of Volume Reduced &Treated 8869 0.204 34 Sum of Volume Reduced and Treated 8869 0.204 35 Ils Sum RRv Provided and WQv Provided >_WQv Required? Yes 36 Channel Protection CPV 37 Overbank QP 37 Extreme Flood Control Qf Are Quantity Control requirements met? Yes Plan Completed I �\ 3S 4S Watershed ar� 3 Watershed ar� 4 A 4DP Discharge Point 3 Discharge Point 4 2DP Dischar e Point 2 (2S Watershed area 2 1DP 1S Discharge Point 1 Watershed area 1 Subcat Reach on rLink Routing Diagram for 20160114_EX DRAIN Prepared by Bohler Engineering, Printed 1/14/2016 """"" HydroCADO 10.00 s/n 02674 ©2013 HydroCAD Software Solutions LLC 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-year Rainfall=2.22" Area (sf) CN Description 90,569 36 Woods, Fair, HSG A 90,569 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 100 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 8.2 247 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.6 347 Total Subcatchment 1S: Watershed area 1 Hydrograph �... ❑Runoff Type 11 24-hr 1-year Rainfall=2.22" Runoff Area=90,569 sf Runoff Volume=0.000 of Runoff Depth=0.00,. Flow Length=347' Tc=39.6 min CN=36 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-year Rainfall=2.22" Area (sf) CN Description 150,388 36 Woods, Fair, HSG A 150,388 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0600 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.3 210 Total Subcatchment 2S: Watershed area 2 Hydrograph �... ❑Runoff Type 11 24-hr 1-year Rainfall=2.22" Runoff Area=150,388 sf Runoff Volume=0.000 of Runoff Depth=0.00,. Flow Length=210' Tc=29.3 m i n CN=36 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-year Rainfall=2.22" Area (sf) CN Description 393,233 36 Woods, Fair, HSG A 393,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.6 100 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 17.2 283 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 105.8 383 Total Subcatchment 3S: Watershed area 3 Hydrograph �... ❑Runoff Type 11 24-hr 1-year Rainfall=2.22" Runoff Area=393,233 sf Runoff Volume=0.000 of Runoff Depth=0.00,. Flow Length=383' Slope=0.0030 '✓' yc=105.8 min CN=36 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-year Rainfall=2.22" Area (sf) CN Description 79,138 36 Woods, Fair, HSG A 79,138 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 79.0 100 0.0040 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 19.9 189 0.0010 0.16 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 98.9 289 Total Subcatchment 4S: Watershed area 4 Hydrograph �... ❑Runoff Type 11 24-hr 1-year Rainfall=2.22" Runoff Area=79,138 sf Runoff Volume=0.000 of Runoff Depth=0.00,. Flow Length=289' Tc=98.9 min CN=36 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 6 Summary for Pond 1 DP: Discharge Point 1 Inflow Area = 2.079 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 0.00 hrs Surf.Area= 500 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.50' 693 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 2,270 693 693 Device Routing Invert Outlet Devices #1 Discarded 197.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.17 cfs potential flow) Pond 1 DP: Discharge Point 1 Hydrograph �... F..-..1 Inflow Discarded Inflow Area=2.079 ac Peak Elev=197.50. Storage=0 cf 3 0 LL 0.00 cfs 0.____ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 7 Summary for Pond 2DP: Discharge Point 2 Inflow Area = 3.452 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 0.00 hrs Surf.Area= 500 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.50' 1,513 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 5,552 1,513 1,513 Device Routing Invert Outlet Devices #1 Discarded 197.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.49 cfs potential flow) Pond 2DP: Discharge Point 2 Hydrograph �... F..-..1 Inflow Discarded Inflow Area=3.452 ac Peak Elev=197.50. Storage=0 cf 3 0 LL 0.00 cfs 0.____ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 8 Summary for Pond 3DP: Discharge Point 3 Inflow Area = 9.027 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.50' @ 0.00 hrs Surf.Area= 500 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.50' 1,212 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 500 0 0 197.00 4,347 1,212 1,212 Device Routing Invert Outlet Devices #1 Discarded 196.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.50' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.17 cfs potential flow) Pond 3DP: Discharge Point 3 Hydrograph �... F..-..1 Inflow Discarded Inflow Area=9.027 ac Peak Elev=196.50' Storage=0 cf 3 0 LL 0.00 cfs 0.____ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 1-yearRainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 9 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 1.817 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.50' @ 0.00 hrs Surf.Area= 100 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.50' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.02 cfs potential flow) Pond 4DP: Discharge Point 4 Hydrograph �... F..-..1 Inflow Discarded Inflow Area=1 .817 ac Peak Elev=198.50. Storage=0 cf 3 0 LL 0.00 cfs 0.____ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.00 cfs @ 24.17 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=3.67" Area (sf) CN Description 90,569 36 Woods, Fair, HSG A 90,569 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 100 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 8.2 247 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.6 347 Total Subcatchment 1S: Watershed area 1 Hydrograph 0.001 ❑Runoff 0.001 0.00 cfs 0.001 Type II 24-hr 0.001 0.001 10-year Rain#all=3.67" 0001 0.001 Runoff Area 90,569 sf 0001 Runoff 'Volume=0.000 a 0.001 0.001 Runoff Depth=0.00" 0.000 0.000 Flow Length=347' 0.000::: 0.000 Tc=39.6 m i n 0.000 CN=36 0.000 0.000 0.000 0 0 o.. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.00 cfs @ 24.10 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=3.67" Area (sf) CN Description 150,388 36 Woods, Fair, HSG A 150,388 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0600 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.3 210 Total Subcatchment 2S: Watershed area 2 Hydrograph 0.002 0.00 cfs ❑Runoff 0.002 0.002 Type 11 24-h ' 0.001 10-year Rainfall=3.67" 0.001 ::: 0.001 Runoff Area=150,388 sf 0.001 Runoff 'Volume=0.000 0.001 Runoff Depth=0.00" �� Flow Length=210' 0.001 :: 0.001 Tc=29.3 min 0.000 CN=36 0.000 0.000 0.000 o , o.. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.00 cfs @ 24.71 hrs, Volume= 0.001 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=3.67" Area (sf) CN Description 393,233 36 Woods, Fair, HSG A 393,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.6 100 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 17.2 283 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 105.8 383 Total Subcatchment 3S: Watershed area 3 Hydrograph 0.003 ❑Runoff 0.003 0.00 cfs 0.003 Type 11 24-hr 0003 10-year Rainfall=3.67" 0002 Runoff Area=393,233 sf 0.002 0.002 Runoff 'Volume=0.001 a 0.002 Runoff Depth=0.00" 3 0002Flow Length=383' LL0 0.001 0.001 Slope=0.0030 '/' 0.001 Tc=105,8 min 0.001 : 0.001 CN=36 0.000 0.000 , o.. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.00 cfs @ 24.65 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=3.67" Area (sf) CN Description 79,138 36 Woods, Fair, HSG A 79,138 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 79.0 100 0.0040 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 19.9 189 0.0010 0.16 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 98.9 289 Total Subcatchment 4S: Watershed area 4 Hydrograph 0.001 0.00 cfs ❑Runoff 0.001 Type 11 24-hr 0.001 10-year Rainfall=3.67" 0.001 Runoff Area=79,138 sf 0.000 0.000 Runoff 'Volume=0.000 a 0.000 Runoff Depth=0.00" 0.000 Flow Length=289' 0.000 Tc=98.9 min 0.000 CN=36 0.000 0 o.., 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1 DP: Discharge Point 1 Inflow Area = 2.079 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-year event Inflow = 0.00 cfs @ 24.17 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.18 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.7 min Discarded = 0.00 cfs @ 24.18 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 24.18 hrs Surf.Area= 500 sf Storage= 0 cf Plug-Flow detention time= 0.6 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 0.6 min ( 1,422.3 - 1,421.6 ) Volume Invert Avail.Storage Storage Description #1 197.50' 693 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 2,270 693 693 Device Routing Invert Outlet Devices #1 Discarded 197.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.17 cfs @ 24.18 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.17 cfs) Pond 1 DP: Discharge Point 1 Hydrograph ---- ---- - E..1 Inflow 0.001 M Discarded 0.001 Inflow Area=2.0 0 0.001 .00 cfs 0.001 Peak Elev=197.50' 0.001 Storage=0 cf 0.001 0.001 0.001 0.001 30.000 0 LL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0...... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2DP: Discharge Point 2 Inflow Area = 3.452 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-year event Inflow = 0.00 cfs @ 24.10 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.11 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.5 min Discarded = 0.00 cfs @ 24.11 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 24.11 hrs Surf.Area= 500 sf Storage= 0 cf Plug-Flow detention time= 0.5 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 0.5 min ( 1,412.6 - 1,412.1 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,513 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 5,552 1,513 1,513 Device Routing Invert Outlet Devices #1 Discarded 197.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.49 cfs @ 24.11 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.49 cfs) Pond 2DP: Discharge Point 2 Hydrograph ______ -- FF Inflow 0.002 In Discarded 0.002 Inflow Area=3.4 0.00 cfs 0.001 Peak Elev=197.50' 0.001 ::: Storage=0 cf 0.001 0.001 w 0.001 0.001 3 0.001 LL 0.001 0.001 0.000 0.000 0.000 0.000 0 Q.:;; 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 16 Summary for Pond 3DP: Discharge Point 3 Inflow Area = 9.027 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-year event Inflow = 0.00 cfs @ 24.71 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 24.74 hrs, Volume= 0.001 af, Atten= 0%, Lag= 1.5 min Discarded = 0.00 cfs @ 24.74 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.50' @ 24.74 hrs Surf.Area= 501 sf Storage= 0 cf Plug-Flow detention time= 1.1 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time= 1.1 min ( 1,484.0 - 1,482.9 ) Volume Invert Avail.Storage Storage Description #1 196.50' 1,212 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 500 0 0 197.00 4,347 1,212 1,212 Device Routing Invert Outlet Devices #1 Discarded 196.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.17 cfs @ 24.74 hrs HW=196.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.17 cfs) Pond 3DP: Discharge Point 3 Hydrograph _______ _ _ E..1 Inflow 0.003 MDiscarded 0.003 Inflow Area=9.0 0.00 cfs 0.003 Peak Elev 196.50' 0.002 Storage=0 cf 0.002 0.002 0.002 g 0.002 0 FL 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0...:ii 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 10-yearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 17 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 1.817 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-year event Inflow = 0.00 cfs @ 24.65 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.80 hrs, Volume= 0.000 af, Atten= 2%, Lag= 8.4 min Discarded = 0.00 cfs @ 24.80 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.50' @ 24.80 hrs Surf.Area= 101 sf Storage= 0 cf Plug-Flow detention time= 10.2 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 10.2 min ( 1,486.8 - 1,476.6 ) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 24.80 hrs HW=196.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 4DP: Discharge Point 4 Hydrograph f Inflow 0.001 0.00 In Discarded 0001 Inflow Area=1 .81 0.00 cfs 0.001 Peak Elev 196.50' 0.001 Storage=0. cf 0.000 0.000 0.000 LL 0.000 0.000 0.000 0.000 0 0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.13 cfs @ 12.76 hrs, Volume= 0.056 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.11" Area (sf) CN Description 90,569 36 Woods, Fair, HSG A 90,569 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 100 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 8.2 247 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 39.6 347 Total Subcatchment 1S: Watershed area 1 Hydrograph 0.14 ❑Runoff 0.13 0.13 cfs 1. 0.12 Type 11 24-hr 0.11 100-year Rainfall=6.11 0.1 Runoff Area=90,569 sf 0.09 Runoff Volume=0.056 of w 0.08 Runoff Depth=0.32" 0.07 LL 0.06 Flow Length=347' 0.05 Tc=39.6 m i n 0.04 CN=36 0.03 0.02 0.01 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.23 cfs @ 12.57 hrs, Volume= 0.092 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.11" Area (sf) CN Description 150,388 36 Woods, Fair, HSG A 150,388 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0600 0.06 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 29.3 210 Total Subcatchment 2S: Watershed area 2 Hydrograph 0.25 ❑Runoff 0.240.23 cfs 0.23 0.22 Type 11 24-hr 0.21 100-year Rainfall=6.11 0.19 Runoff Area=150,388 sf 0.18 0.17 0.16 Runoff Volume=0.092 of 0.15 01 3 Runoff Depth=0.32 0.1 o.111 Flow Length=210' LL 0.1 0.09 Tc=29.3 m i n 0.08 0.07 CN=36 0.06 0.05 0.04 0.03 0.02 0.01 6�M'/M/,/Zl0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.40 cfs @ 14.02 hrs, Volume= 0.241 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.11" Area (sf) CN Description 393,233 36 Woods, Fair, HSG A 393,233 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.6 100 0.0030 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 17.2 283 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 105.8 383 Total Subcatchment 3S: Watershed area 3 Hydrograph 0.44 ❑Runoff 0.42 F0.40 cfs 04 0.38 Type 11 24-hr 0.36 0.34 100-Year Rainfall=6.11" 0.32 Runoff Area=393,233 sf 0.3 0.28 Runoff Volume=0.241 of 0.26 0.24 Runoff Depth=0.32 0FL0.22 0.2 Flow Length=383' 0.18 0.16 Slope=0.0030 '✓' 0.14 0.12 Tc=105.8 min 0.1 0.08 CN=36 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.08 cfs @ 13.93 hrs, Volume= 0.049 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.11" Area (sf) CN Description 79,138 36 Woods, Fair, HSG A 79,138 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 79.0 100 0.0040 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.60" 19.9 189 0.0010 0.16 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 98.9 289 Total Subcatchment 4S: Watershed area 4 Hydrograph 0.09 ❑Runoff 0.085 0.08 cfs 1. 0.08 Type II 24-hr 0075 100-year Rainfall=6.1 Vv 0.07 0.065 Runoff Area=79,138 sf 0.055 Runoff Volume=0.049 of 0.05 Runoff Depth=0.32" 3 0.045 Flow Length=289' 0 0.04 a 0.035 Tc=98.9 m i n 0.03 0.025 CN=36 0.02 0.015 0.01 0.005 0 0 2 4 6 8 10 12 '14''16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 22 Summary for Pond 1 DP: Discharge Point 1 Inflow Area = 2.079 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-year event Inflow = 0.13 cfs @ 12.76 hrs, Volume= 0.056 of Outflow = 0.13 cfs @ 12.77 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.6 min Discarded = 0.13 cfs @ 12.77 hrs, Volume= 0.056 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 12.77 hrs Surf.Area= 512 sf Storage= 5 cf Plug-Flow detention time= 0.6 min calculated for 0.056 of(100% of inflow) Center-of-Mass det. time= 0.6 min ( 1,022.6 - 1,022.0 ) Volume Invert Avail.Storage Storage Description #1 197.50' 693 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 2,270 693 693 Device Routing Invert Outlet Devices #1 Discarded 197.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.18 cfs @ 12.77 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.18 cfs) Pond 1 DP: Discharge Point 1 Hydrograph _______-__ _ f Inflow 0.14 M Discarded 0.13 0.13 cfs Inflow Area=2.079 ac 0.12 Peak Elev=197.50' 0.11 0.1 Storage=5-cf 0.09 w 0.08 3 0.07 0 LL 0.06 0.05 0.04 0.03 0.02 0.01 0- rr' rl 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 23 Summary for Pond 2DP: Discharge Point 2 Inflow Area = 3.452 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-year event Inflow = 0.23 cfs @ 12.57 hrs, Volume= 0.092 of Outflow = 0.23 cfs @ 12.58 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.6 min Discarded = 0.23 cfs @ 12.58 hrs, Volume= 0.092 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 12.58 hrs Surf.Area= 522 sf Storage= 6 cf Plug-Flow detention time= 0.5 min calculated for 0.092 of(100% of inflow) Center-of-Mass det. time= 0.5 min ( 1,012.9 - 1,012.4 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,513 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 500 0 0 198.00 5,552 1,513 1,513 Device Routing Invert Outlet Devices #1 Discarded 197.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.51 cfs @ 12.58 hrs HW=197.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.51 cfs) Pond 2DP: Discharge Point 2 Hydrograph _____ _ _� F Inflow Discarded 0.24 0.23 cfs Inflow Area=3.452 ac 0.22 Peak Elev=197.50' 0.2 0.18 Storage=6 cf 0.16 0.14 0 0.12 LL 0.1 0.08 0.06 0.04 0.02 0- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 24 Summary for Pond 3DP: Discharge Point 3 Inflow Area = 9.027 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-year event Inflow = 0.40 cfs @ 14.02 hrs, Volume= 0.241 of Outflow = 0.39 cfs @ 14.38 hrs, Volume= 0.241 af, Atten= 2%, Lag= 21.6 min Discarded = 0.39 cfs @ 14.38 hrs, Volume= 0.241 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.58' @ 14.38 hrs Surf.Area= 1,122 sf Storage= 196 cf Plug-Flow detention time= 4.3 min calculated for 0.241 of(100% of inflow) Center-of-Mass det. time= 4.3 min ( 1,087.5 - 1,083.2 ) Volume Invert Avail.Storage Storage Description #1 196.50' 1,212 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 500 0 0 197.00 4,347 1,212 1,212 Device Routing Invert Outlet Devices #1 Discarded 196.50' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.39 cfs @ 14.38 hrs HW=196.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.39 cfs) Pond 3DP: Discharge Point 3 Hydrograph ------ F I Inflow 0.44 0.40 cis M Discarded 0.42 0.39 cfs Inflow Area-9.027 ac 0.38 0.4 0.36 Peak Elev=196.58' 0.34 0.32 Storage 196 cf 0.3 0.28 w 0.26 0.24 3 0.22 ° 0.2 LL 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 20160114 EX DRAIN Type 1124-hr 100-yearRainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 1.817 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-year event Inflow = 0.08 cfs @ 13.93 hrs, Volume= 0.049 of Outflow = 0.08 cfs @ 14.36 hrs, Volume= 0.049 af, Atten= 4%, Lag= 25.9 min Discarded = 0.08 cfs @ 14.36 hrs, Volume= 0.049 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 196.51' @ 14.36 hrs Surf.Area= 381 sf Storage= 72 cf Plug-Flow detention time= 12.2 min calculated for 0.049 of(100% of inflow) Center-of-Mass det. time= 12.1 min ( 1,089.1 - 1,077.0 ) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 14.36 hrs HW=196.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Pond 4DP: Discharge Point 4 Hydrograph - ----- E..1 Inflow 0.09 0 08 cfs M Discarded 0085 0.08 cfs Inflow Area=1 .817 ac 0.08 0.075 Peak Elev=196.51' 0.065 Storage=72 cf 0.06 0.055 0.05 3 0.045 0 FL 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0 2 4 6 8 10 12 14 16 18 20 '22-2'4 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) C46 (6S (7s (as Watershed ea 4 Watershed ea 6 Watershed ea 7 Watershed I ea 8 4S 41P 40S C4 15P 4DP Sediment Basin 4 Infiltration Basin 4 Overflow Swale 5 Culvert 4 Sediment B in 6 Discharge Point 4 10S AS 31P 30S 16P Overfl w Swale 1 �..............! 20S Sediment sin 3 Infiltration Basin 3 Overflow Swale 5 Sediment Basin 5 Infiltration Basin 5 Watershed area 5 Overfl w Swale 2 �3S 1IB 2 BB Watershed area 3 Infltratio Basin 1 1S Infltratioplp Basin 2 (2-S- Watershed area 1 SB atershed area 2 Sediment Basin 1 Sediment Basin 2 Subcat Reach on rLink Routing Diagram for 20160114_PRO DRAIN Prepared by Bohler Engineering, Printed 1/14/2016 """"" HydroCADO 10.00 s/n 02674 ©2013 HydroCAD Software Solutions LLC 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 28,445 32 Woods/grass comb., Good, HSG A 3,166 98 Paved roads w/curbs & sewers, HSG C 31,611 39 Weighted Average 28,445 89.98% Pervious Area 3,166 10.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 200 0.0100 2.03 Shallow Concentrated Flow, Gutter flow Paved Kv= 20.3 fps 1.6 200 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: Watershed area 1 Hydrograph �... ❑Runoff Type 1124-hr 1 Year Rainfall=2.22., Runoff Area=31,611 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=200' Slope=0.0100 '/' Tc=6.0 min CN=39 0.00 cfs o . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 54,418 32 Woods/grass comb., Good, HSG A 3,421 98 Paved roads w/curbs & sewers, HSG C 57,839 36 Weighted Average 54,418 94.09% Pervious Area 3,421 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 100 0.0300 0.08 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 23.4 190 Total Subcatchment 2S: Watershed area 2 Hydrograph �... ❑Runoff Type 11 24-hr 1 Year Rainfall=2.22., Runoff Area=57,839 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=190' Tc=23.4 min CN=36 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 59,263 32 Woods/grass comb., Good, HSG A 7,418 98 Paved roads w/curbs & sewers, HSG C 66,681 39 Weighted Average 59,263 88.88% Pervious Area 7,418 11.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0600 0.11 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 18.0 210 Total Subcatchment 3S: Watershed area 3 Hydrograph �... ❑Runoff Type 11 24-hr 1 Year Rainfall=2.22., Runoff Area=66,681 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=210' Tc=18.0 min CN=39 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 74,131 32 Woods/grass comb., Good, HSG A 7,423 98 Paved roads w/curbs & sewers, HSG C 81,554 38 Weighted Average 74,131 90.90% Pervious Area 7,423 9.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.6 100 0.0100 0.05 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 34.6 190 Total Subcatchment 4S: Watershed area 4 Hydrograph �... ❑Runoff Type 11 24-hr 1 Year Rainfall=2.22., Runoff Area=81,554 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=190' Slope=0.0100 '/' Tc=34.6 min CN=38 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 5S: Watershed area 5 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 63,831 39 >75% Grass cover, Good, HSG A 63,831 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 375 0.0200 9.48 312.72 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=3.00' Z= 3.07' Top.W=20.00' n= 0.030 Earth, grassed &winding 0.7 375 Total, Increased to minimum Tc = 6.0 min Subcatchment 5S: Watershed area 5 Hydrograph � ❑Runoff Type 11 24-hr 1 Year Rainfall=2.22" Runoff Area=63,831 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=375' Slope=0.0200 '/' Tc=6.0 min CN=39 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 6S: Watershed Area 6 Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 319,745 36 Woods, Fair, HSG A 319,745 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.2 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 17.0 280 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 68.2 380 Total Subcatchment 6S: Watershed Area 6 Hydrograph �... ❑Runoff Type 11 24-hr 1 Year Rainfall=2.22., Runoff Area=319,745 sf Runoff Volume=0.000 of Runoff Depth=0.00., Flow Length=380' Slope=0.0030 '/' Tc=68.2 min CN=36 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 7S: Watershed area 7 Runoff = 4.70 cfs @ 11.96 hrs, Volume= 0.246 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 4,650 69 50-75% Grass cover, Fair, HSG B 53,599 98 Paved roads w/curbs & sewers, HSG C 13,676 98 Unconnected roofs, HSG A 71,925 96 Weighted Average 4,650 6.47% Pervious Area 67,275 93.53% Impervious Area 13,676 20.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.1 415 0.9500 57.94 102.38 Pipe Channel, Storm Drainage System 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.9 515 Total, Increased to minimum Tc = 6.0 min Subcatchment 7S: Watershed area 7 Hydrograph 5.. 4.70 cfs; ❑Runoff Type 1124-hr 4: 1 Year Rainfall=2.22" Runoff Area=71,925 sf Runoff Volume=0.246 of 3. Runoff Depth=1 .79" Flow Length=515' 2... Tc=6.0 min CN=96 o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 8S: Watershed area 8 Runoff = 0.10 cfs @ 12.21 hrs, Volume= 0.013 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.22" Area (sf) CN Description 22,000 69 50-75% Grass cover, Fair, HSG B 22,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0100 0.08 Sheet Flow, Parking Lot Grass: Dense n= 0.240 P2= 2.57" 1.2 50 0.0100 0.70 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 22.2 150 Total Subcatchment 8S: Watershed area 8 Hydrograph 0.11 0.105 0.10 CfS ❑Runoff 0.1 Type II 24-hr 0.095 0.09 1 Year Rainfall=2.22 0.085 0.08 Runoff Area=22,000 sf 0.075 0.07 Runoff Volume=0.013 of ^0 065 0.06 Runoff Depth=0,30 00.055 LL 0.05 Flow Length=150' 04 Slope=0.0100 7' 0.035 0.03 Tc=22.2 m i n 0.025 CN=69 0.02 0.015 0.01 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 10 Summary for Reach 1OS: Overflow Swale 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 1OS: Overflow Swale 1 Hydrograph Cl Inflow ❑Outflow Inflow Area=0.726 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 11 Summary for Reach 20S: Overflow Swale 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 20S: Overflow Swale 2 Hydrograph Cl Inflow ❑Outflow Inflow Area=1 .328 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 12 Summary for Reach 30S: Overflow Swale 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 197.78 cfs 2.00' x 3.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 20.00' Length= 375.0' Slope= 0.00807' Inlet Invert= 197.00', Outlet Invert= 194.00' Reach 30S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.859 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=375.0' LL S=0.0080 '/' Capacity=197.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 13 Summary for Reach 40S: Overflow Swale 5 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 6.00' Flow Area= 120.0 sf, Capacity= 1,222.30 cfs 2.00' x 6.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 38.00' Length= 205.0' Slope= 0.0098 '/' Inlet Invert= 197.00', Outlet Invert= 195.00' Reach 40S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.598 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=205.0' LL S=0.0098 '/' Capacity=1 ,222.30 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 14 Summary for Pond 11B: Infiltration Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.00' @ 1.00 hrs Surf.Area= 405 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 2,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 405 0 0 198.50 2,275 2,010 2,010 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.14 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 15 Pond 1113: Infiltration Basin 1 Hydrograph ❑Inflow I"q Outflow Inflow Area=0.726 ac Discarded �... ❑Primary Peak Eley=197.00' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 16 Summary for Pond 1SB: Sediment Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 1.00 hrs Surf.Area= 405 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.50' 1,653 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.00 3,000 984 1,653 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 17 Pond 1SB: Sediment Basin 1 Hydrograph ... El Inflow ❑ Primary Inflow Area=0.726 ac Peak Elev=197.50' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 18 Summary for Pond 2113: Infiltration Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.00' @ 1.00 hrs Surf.Area= 314 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.11 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 19 Pond 2113: Infiltration Basin 2 Hydrograph ❑Inflow I"q Outflow Inflow Area=1 .328 ac Discarded �... ❑Primary Peak Eley=197.00' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 20 Summary for Pond 2SB: Sediment Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 1.00 hrs Surf.Area= 303 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 21 Pond 2SB: Sediment Basin 2 Hydrograph ... El Inflow ❑ Primary Inflow Area=1 .328 ac Peak Elev=197.50' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 22 Summary for Pond 31P: Infiltration Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 1.00 hrs Surf.Area= 498 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.48 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 23 Pond 31P: Infiltration Basin 3 Hydrograph ❑Inflow I"q Outflow Inflow Area=2.859 ac °iscarded �... ❑Primary Peak Eley=195.50' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 24 Summary for Pond 3SP: Sediment Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.00' @ 1.00 hrs Surf.Area= 495 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 25 Pond 3SP: Sediment Basin 3 Hydrograph ... El Inflow ❑ Primary Inflow Area=2.859 ac Peak Elev=196.00' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 26 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 0.505 ac, 0.00% Impervious, Inflow Depth = 0.30" for 1 Year event Inflow = 0.10 cfs @ 12.21 hrs, Volume= 0.013 of Outflow = 0.06 cfs @ 12.42 hrs, Volume= 0.013 af, Atten= 36%, Lag= 12.2 min Discarded = 0.06 cfs @ 12.42 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.51' @ 12.42 hrs Surf.Area= 312 sf Storage= 54 cf Plug-Flow detention time= 11.1 min calculated for 0.013 of(100% of inflow) Center-of-Mass det. time= 10.9 min ( 941.1 - 930.1 ) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.42 hrs HW=196.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 4DP: Discharge Point 4 Hydrograph -- --w---- r i Inflow 0.11 0.10 cfs Discarded ... 0.105:: Inflow Area-0.505 ac 0.1 °009 Peak Elev=196.51' 0.085 Storage=54 cf 0.08 0.075 0.07 0.06 cfs w 0.065 0.06 3:0.055 i-o° 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 27 Summary for Pond 41P: Infiltration Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 1.00 hrs Surf.Area= 498 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.48 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 28 Pond 41P: Infiltration Basin 4 Hydrograph ❑Inflow I"q Outflow Inflow Area=2.598 ac °iscarded �... ❑Primary Peak Eley=195.50' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 29 Summary for Pond 4SP: Sediment Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.00' @ 1.00 hrs Surf.Area= 494 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 30 Pond 4SP: Sediment Basin 4 Hydrograph ... El Inflow ❑ Primary Inflow Area=2.598 ac Peak Elev=196.00' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 31 Summary for Pond 5SB: Sediment Basin 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.00' @ 1.00 hrs Surf.Area= 495 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 32 Pond 5SB: Sediment Basin 5 Hydrograph ... El Inflow ❑ Primary Inflow Area=2.859 ac Peak Elev=196.00' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 33 Summary for Pond 15P: Sediment Basin 6 Inflow Area = 11.589 ac, 15.42% Impervious, Inflow Depth = 0.25" for 1 Year event Inflow = 4.70 cfs @ 11.96 hrs, Volume= 0.246 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 192.86' @ 24.40 hrs Surf.Area= 6,686 sf Storage= 10,717 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0' 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 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=191.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 34 Pond 15P: Sediment Basin 6 Hydrograph - rlInflow 4 70 CfS ❑ Primary 5.. Inflow Area=11 .589 ac Peak Elev=192.86' 4. Storage=10,717 cf F 3 3 0 LL 2..., 0.00 cfs --� w �......... ... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 35 Summary for Pond 16P: Infiltration Basin 5 Inflow Area = 15.913 ac, 12.80% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 190.00' @ 1.00 hrs Surf.Area= 22,224 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 12.86 cfs potential flow) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 36 Pond 16P: Infiltration Basin 5 Hydrograph �... O Inflow Discarded Inflow Area=15.913 ac Peak Elev=190.00' Storage=0 cf 3 0 LL 0.00 Cfs 712/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 1 Year Rainfa11=2.22" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 37 Summary for Pond C4: Culvert 4 Inflow Area = 9.938 ac, 2.45% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 195.00' @ 1.00 hrs Flood Elev= 196.00' Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L= 80.0' Box, 30-750 wingwalls, rounded crown, Ke= 0.200 Inlet/Outlet Invert= 195.00'/ 193.50' S= 0.0187 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Pond C4: Culvert 4 Hydrograph ... EI Inflow ❑ Primary Inflow Area=9.938 ac Peak Elev=195.00' 12.011 Round Culvert 3 n=0.013 0 L=80.0' S=0.0187 '/' 0.00 cfs 1 2 3 4-5-6-i 8 9 10 1'1-1'2'1'3 14 1'5'1'6"1'7"1'8'1'9"2'0'2'1"2'2"2'3 2'4''2'5"2'6"2'7"2'8'2'9 3'0'3'1"'3'2 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 28,445 32 Woods/grass comb., Good, HSG A 3,166 98 Paved roads w/curbs & sewers, HSG C 31,611 39 Weighted Average 28,445 89.98% Pervious Area 3,166 10.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 200 0.0100 2.03 Shallow Concentrated Flow, Gutter flow Paved Kv= 20.3 fps 1.6 200 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: Watershed area 1 Hydrograph 0.002 ❑Runoff 0.00 cfs 0.002 0.002 Type II 24-hr 0.002 0.002 10 Year Rainfall=3,67" 0002 0.002 Runoff Area 31,611 sf 0.001001 0. Runoff Volume=0.001 w 001 0.001 Runoff Depth=0.02" = o 0.001 LL 0.001 Flow Length=200' 0.001 Slope=0.0100 '/' 0.001 0.001 Tc=6.0 min 0.000 CN=39 0.000 0.000 0.000 0 0'' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.00 cfs @ 24.08 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 54,418 32 Woods/grass comb., Good, HSG A 3,421 98 Paved roads w/curbs & sewers, HSG C 57,839 36 Weighted Average 54,418 94.09% Pervious Area 3,421 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 100 0.0300 0.08 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 23.4 190 Total Subcatchment 2S: Watershed area 2 Hydrograph ❑Runoff 0.001 0.00 cfs 0.001 Type Il 24-hr 0.001 10 Year Rainfall=3.67" 0001 Runoff Area 57,839 sf 0.000 Runoff Volume=0.000 of 0.000 " 0.000 Runoff Depth=0.00" LL 0.000 Flow Length=190' 0.000 TD=23.4 m i n 0.000 CN=36 0.000 0 0 0..:.. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1"5'1'6'"1'7' 18 19 20 2"1"2'2'"2'3' 24 25 26 27 28 29 30 31 32 33 3435 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.002 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 59,263 32 Woods/grass comb., Good, HSG A 7,418 98 Paved roads w/curbs & sewers, HSG C 66,681 39 Weighted Average 59,263 88.88% Pervious Area 7,418 11.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0600 0.11 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 18.0 210 Total Subcatchment 3S: Watershed area 3 Hydrograph 0.004 ❑Runoff 0.004 0.00 cfs 0.004 Type N 24-hr 0.004 0004 10 Year Rainfall=3.67" 0.003 0.003 Runoff Area 66,681 sf 0.003 0.003 Runoff Volume=0.002 0.002 Runoff Depth=0.02" 0.002 Flow Length=210' 0.002::: 0.002 Te=18.0 min . /� 0.001 CN=39 0.001 . 0.001 0.001 0.001 0.000 0.000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.00 cfs @ 24.06 hrs, Volume= 0.002 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 74,131 32 Woods/grass comb., Good, HSG A 7,423 98 Paved roads w/curbs & sewers, HSG C 81,554 38 Weighted Average 74,131 90.90% Pervious Area 7,423 9.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.6 100 0.0100 0.05 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 34.6 190 Total Subcatchment 4S: Watershed area 4 Hydrograph 0.004: 0.00 cfs 0004 Type 11 24-hr 0.003 0003 10 Year Rainfall=3.67" 0.003 0.003 Runoff Area=81,554 sf 0003 0.002 Runoff Volume=0.002 of w 0.002 0.002 Runoff Depth=0.01" V LL 0.002 Flow Length=190' 0.002 0.001 Slope=0.0100 '/' 0.001 Tc=34.6 min 0.001 0.001 CN=3$ 0.001 0.000 0.000 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 5S: Watershed area 5 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.002 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 63,831 39 >75% Grass cover, Good, HSG A 63,831 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 375 0.0200 9.48 312.72 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=3.00' Z= 3.07' Top.W=20.00' n= 0.030 Earth, grassed &winding 0.7 375 Total, Increased to minimum Tc = 6.0 min Subcatchment 5S: Watershed area 5 Hydrograph 0.004 ❑Runoff 0.00 cfs 0.004 0.004 Type II 24-hr 0.003 10 Year Rainfall=3.67" 0.003 0.003 Runoff Area-63,831 sf 0.003 Runoff Volume=0.002 0.003 0.002 0.002 Runoff Depth=0.02" 3 ° 0.002 Flow Length=375' " 0.002 0.002 Slope=0.0200 '/' 0.001 0.001 Tc=6.0 min 0.001 CN=39 0.001 . 0.001 0.000 0.000 0 L................ ................. .......... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 6S: Watershed Area 6 Runoff = 0.00 cfs @ 24.38 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 319,745 36 Woods, Fair, HSG A 319,745 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.2 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 17.0 280 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 68.2 380 Total Subcatchment 6S: Watershed Area 6 Hydrograph 0.003 ❑Runoff 0.00 cfs 0.003 Type II 24-hr 0.003 0.002 10 Year Rainfall=3.67" 0.002 Runoff Area=319,745 sf 0002 Runoff Volume=0.000 of 0.002 0002 Runoff Depth=0.00'. 0.001 Flow Length=380' LL 0.001 Slope=0.0030 '/' 0.001 0.001 Tc=68.2 m i n 0.001 CN=36 0.000 0.000 o.. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 7S: Watershed area 7 Runoff = 8.14 cfs @ 11.96 hrs, Volume= 0.442 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 4,650 69 50-75% Grass cover, Fair, HSG B 53,599 98 Paved roads w/curbs & sewers, HSG C 13,676 98 Unconnected roofs, HSG A 71,925 96 Weighted Average 4,650 6.47% Pervious Area 67,275 93.53% Impervious Area 13,676 20.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.1 415 0.9500 57.94 102.38 Pipe Channel, Storm Drainage System 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.9 515 Total, Increased to minimum Tc = 6.0 min Subcatchment 7S: Watershed area 7 Hydrograph 9 8......14 cfs; ❑Runoff Type II 24-hr 10 Year Rainfall=3.67" Runoff Area=71,925 sf Runoff Volume=0.442 of 5 Runoff Depth=3.21" LL 4 Flow Length=515' Tc=6.0 min 3.., CN=96 2:'. o..: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 8S: Watershed area 8 Runoff = 0.51 cfs @ 12.17 hrs, Volume= 0.045 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=3.67" Area (sf) CN Description 22,000 69 50-75% Grass cover, Fair, HSG B 22,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0100 0.08 Sheet Flow, Parking Lot Grass: Dense n= 0.240 P2= 2.57" 1.2 50 0.0100 0.70 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 22.2 150 Total Subcatchment 8S: Watershed area 8 Hydrograph 0.55 0.51 cfs ❑Runoff 0.5 Type II 24-hr 0.45 10 Year Rainfall=3.67 0.4 Runoff Area=22,000 sf 0.35 Runoff Volume=0.045 of 0.3 Runoff Depth=1 .06 LL 0.25 Flow Length=150' 0.2 Slope=0.0100 '/' 0.15 Tc=22.2 m i n 0.1 CN=69 0.05 o.... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 46 Summary for Reach 1OS: Overflow Swale 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 1OS: Overflow Swale 1 Hydrograph Cl Inflow ❑Outflow Inflow Area=0.726 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 47 Summary for Reach 20S: Overflow Swale 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 20S: Overflow Swale 2 Hydrograph Cl Inflow ❑Outflow Inflow Area=1 .328 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 48 Summary for Reach 30S: Overflow Swale 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 197.78 cfs 2.00' x 3.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 20.00' Length= 375.0' Slope= 0.00807' Inlet Invert= 197.00', Outlet Invert= 194.00' Reach 30S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.859 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=375.0' LL S=0.0080 '/' Capacity=197.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 49 Summary for Reach 40S: Overflow Swale 5 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 6.00' Flow Area= 120.0 sf, Capacity= 1,222.30 cfs 2.00' x 6.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 38.00' Length= 205.0' Slope= 0.0098 '/' Inlet Invert= 197.00', Outlet Invert= 195.00' Reach 40S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.598 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=205.0' LL S=0.0098 '/' Capacity=1 ,222.30 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 50 Summary for Pond 11B: Infiltration Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.02" for 10 Year event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 24.00 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.00' @ 24.00 hrs Surf.Area= 405 sf Storage= 0 cf Plug-Flow detention time= 0.7 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 1,219.3 - 1,218.6 ) Volume Invert Avail.Storage Storage Description #1 197.00' 2,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 405 0 0 198.50 2,275 2,010 2,010 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 24.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 51 Pond 1113: Infiltration Basin 1 Hydrograph C n n— r—f rl Inflow �+ I"q Outflow Inflow Area=0.726 ac Discarded 0.002 - 0.00 CfS ❑Primary 0.002 Peak Elev=197.00' 0.002 0.002 Storage=0 cf 0.002 0.002 0.002 0.001 0.001 0.001 3 0.001 0 0.001 LL 0.001 0.001 0.001 0.001 0.000 0.000 0,000 0.00 cfS 0: 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 52 Summary for Pond 1SB: Sediment Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.02" for 10 Year event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 24.00 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 24.00 hrs Surf.Area= 405 sf Storage= 0 cf Plug-Flow detention time= 1.9 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time= 1.9 min ( 1,218.6 - 1,216.7 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,653 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.00 3,000 984 1,653 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 24.00 hrs HW=197.50' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.06 fps) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 53 Pond 1SB: Sediment Basin 1 Hydrograph --- ------ El Inflow 0.002 0.00 cfs ❑ Primary 0.002 Inflow Area=0.726 ac 0.002::::: Peak Elev=197.50' 0.002::: 0.002 Storage=O cf 0.002 0.001 0.001 w 0.001 0.001 0 0.001 LL 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 54 Summary for Pond 2113: Infiltration Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 24.09 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.10 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.6 min Discarded = 0.00 cfs @ 24.10 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.00' @ 24.10 hrs Surf.Area= 314 sf Storage= 0 cf Plug-Flow detention time= 0.7 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 1,408.7 - 1,408.0 ) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @ 24.10 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 55 Pond 2113: Infiltration Basin 2 Hydrograph 1-,Inflow C -- � _n On rfs l q outflow Inflow Area=1 .328 ac Discarded 0.00 CfS ❑Primary 0.001 Peak Elev=197.00' 0.001 0.001Storage=0 cf 0.001 0.000 H 0.000 3 0.000 0 FL 0.000 0.000 0.000 r , 0.000 0 ,,,0"!hv/" .70R, 0.00 cfS 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 56 Summary for Pond 2SB: Sediment Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 24.08 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.09 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.9 min Primary = 0.00 cfs @ 24.09 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.50' @ 24.09 hrs Surf.Area= 303 sf Storage= 0 cf Plug-Flow detention time= 1.4 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 1.4 min ( 1,408.0 - 1,406.6 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 24.09 hrs HW=197.50' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.04 fps) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 57 Pond 2SB: Sediment Basin 2 Hydrograph El Inflow ❑ Primary 0.00, Inflow Area-1 .328 ac o.00 Cts 0.001 Peak Elev-=197.50' 0.001 0.001 Storage=0 cf 0.000 H 0.000 3 0.000 0 a 0.000 0.000 0.000 0.000 0 0 0: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 58 Summary for Pond 31P: Infiltration Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 1.00 hrs Surf.Area= 498 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.48 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 59 Pond 31P: Infiltration Basin 3 Hydrograph ❑Inflow I"q Outflow Inflow Area=2.859 ac °iscarded �... ❑Primary Peak Eley=195.50' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 60 Summary for Pond 3SP: Sediment Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.01" for 10 Year event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.19' @ 25.05 hrs Surf.Area= 588 sf Storage= 101 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 61 Pond 3SP: Sediment Basin 3 Hydrograph ------------ El Inflow 0.004 0.00 CfS ❑ Primary 0004 Inflow Area=2.859-ac 0.004 0.004 Peak Elev=196.19' 0.003 0.003 Storage=101 cf 0.003 0.003 w 0.003 0.002 0 0.002 a 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 62 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 0.505 ac, 0.00% Impervious, Inflow Depth = 1.06" for 10 Year event Inflow = 0.51 cfs @ 12.17 hrs, Volume= 0.045 of Outflow = 0.30 cfs @ 12.38 hrs, Volume= 0.045 af, Atten= 41%, Lag= 12.2 min Discarded = 0.30 cfs @ 12.38 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.57' @ 12.38 hrs Surf.Area= 1,438 sf Storage= 341 cf Plug-Flow detention time= 14.6 min calculated for 0.044 of(100% of inflow) Center-of-Mass det. time= 14.6 min ( 895.6 - 881.0 ) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.30 cfs @ 12.38 hrs HW=196.57' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.30 cfs) Pond 4DP: Discharge Point 4 Hydrograph -- -- --- r i Inflow 0.55 0.51 CfS1 In Discarded Inflow Area=0.505 ac 0.5 0.45 Peak Elev=196.57' 0.4 Storage=341 _cf 0.35 H 0.30 cfs 0.3 0 FL 0.25 0.2 0.15 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 63 Summary for Pond 41P: Infiltration Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 1.00 hrs Surf.Area= 498 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.48 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 64 Pond 41P: Infiltration Basin 4 Hydrograph ❑Inflow I"q Outflow Inflow Area=2.598 ac °iscarded �... ❑Primary Peak Eley=195.50' Storage=0 cf N V 3 0 LL C-6nn rfs 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 65 Summary for Pond 4SP: Sediment Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.01" for 10 Year event Inflow = 0.00 cfs @ 24.06 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.13' @ 26.05 hrs Surf.Area= 558 sf Storage= 67 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 66 Pond 4SP: Sediment Basin 4 Hydrograph El Inflow 0.00 cfs 1 ❑ Primary 0.004::::: Inflow Area=2.598 ac 0.003 Peak Elev=196.13' 0.003::: 0.003 Storage=67 cf 0.003 0.002 0.002 3 0.002 ° 0.002 LL 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 67 Summary for Pond 5SB: Sediment Basin 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.00' @ 1.00 hrs Surf.Area= 495 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 68 Pond 5SB: Sediment Basin 5 Hydrograph ... El Inflow ❑ Primary Inflow Area=2.859 ac Peak Elev=196.00' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 69 Summary for Pond 15P: Sediment Basin 6 Inflow Area = 11.589 ac, 15.42% Impervious, Inflow Depth = 0.46" for 10 Year event Inflow = 8.14 cfs @ 11.96 hrs, Volume= 0.443 of Outflow = 0.98 cfs @ 12.27 hrs, Volume= 0.175 af, Atten= 88%, Lag= 18.6 min Primary = 0.98 cfs @ 12.27 hrs, Volume= 0.175 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 193.08' @ 12.27 hrs Surf.Area= 6,907 sf Storage= 12,183 cf Plug-Flow detention time= 312.6 min calculated for 0.175 of(39% of inflow) Center-of-Mass det. time= 176.6 min ( 943.9 - 767.4 ) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0' 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 Primary OutFlow Max=0.97 cfs @ 12.27 hrs HW=193.07' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.97 cfs @ 0.65 fps) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 70 Pond 15P: Sediment Basin 6 Hydrograph - El Inflow 9 8.14 cfs ❑ Primary Inflow Area=11 .589 ac $.: Peak Elev=193.48' 7 Storage=12,183 cf g::. w 5: 3 a 4 3::. " 2 0.98 cfs o-:: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 71 Summary for Pond 16P: Infiltration Basin 5 Inflow Area = 15.913 ac, 12.80% Impervious, Inflow Depth = 0.13" for 10 Year event Inflow = 0.98 cfs @ 12.27 hrs, Volume= 0.177 of Outflow = 0.98 cfs @ 12.30 hrs, Volume= 0.177 af, Atten= 1%, Lag= 1.6 min Discarded = 0.98 cfs @ 12.30 hrs, Volume= 0.177 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 190.00' @ 12.30 hrs Surf.Area= 22,231 sf Storage= 67 cf Plug-Flow detention time= 1.1 min calculated for 0.177 of(100% of inflow) Center-of-Mass det. time= 1.1 min ( 948.5 - 947.3 ) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=12.86 cfs @ 12.30 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 12.86 cfs) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 72 Pond 16P: Infiltration Basin 5 Hydrograph --- --- O Inflow Discarded 0.98 cfs Inflow Area=15.913 ac Peak Elev=190.00' Storage=67 cf 3 0 LL 0°., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 10 YearRainfa11=3.67" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 73 Summary for Pond C4: Culvert 4 Inflow Area = 9.938 ac, 2.45% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 24.38 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.38 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 24.38 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 195.02' @ 24.38 hrs Flood Elev= 196.00' Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L= 80.0' Box, 30-750 wingwalls, rounded crown, Ke= 0.200 Inlet/Outlet Invert= 195.00'/ 193.50' S= 0.0187 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 24.38 hrs HW=195.02' (Free Discharge) 't--1=Culvert (Barrel Controls 0.00 cfs @ 0.82 fps) Pond C4: Culvert 4 Hydrograph EI Inflow ❑ Primary 0003 Inflow Area=9.938 ac 0.00 cfs 0.003 0.003 Peak Elev=195.02' 0.002 0.002 12.0" 0.002 Round Culvert F 0.002 0.002 n=0.013 LL 0.00, L=80.0' 0.001 0.001 S=0.0187 /' 0.001 0.001 0.000 0.000 0.: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 1S: Watershed area 1 Runoff = 0.28 cfs @ 12.02 hrs, Volume= 0.029 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 28,445 32 Woods/grass comb., Good, HSG A 3,166 98 Paved roads w/curbs & sewers, HSG C 31,611 39 Weighted Average 28,445 89.98% Pervious Area 3,166 10.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 200 0.0100 2.03 Shallow Concentrated Flow, Gutter flow Paved Kv= 20.3 fps 1.6 200 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: Watershed area 1 Hydrograph ❑Runoff 0.3 0.28 cfs 0.28 Type 11 24-hr 0.26 100 Year Rainfall=6.11" 0.24 0.22 Runoff Area=31,611 sf 0.2 Runoff_Volume=0.029 af_ w 0'$ 0.16 Runoff:Depth=0.48" 3 0.14 Flow Length=200' 0.12 Slope=0.0100 '/' 0.1 0.08 Tc=6.0 min 0.06 CN=39 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 2S: Watershed area 2 Runoff = 0.09 cfs @ 12.44 hrs, Volume= 0.036 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 54,418 32 Woods/grass comb., Good, HSG A 3,421 98 Paved roads w/curbs & sewers, HSG C 57,839 36 Weighted Average 54,418 94.09% Pervious Area 3,421 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 100 0.0300 0.08 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 23.4 190 Total Subcatchment 2S: Watershed area 2 Hydrograph 0 1 0.09 cfS ❑Runoff 0.095 0.09 Type 11 24-hr 0.085 100 Year Rainfall=6.11 0.075::::: 0.07 Runoff Area=57,839 sf 0.065 Runoff Volume=0.036 of — 0.06 X0.055 Runoff Depth=0.32" 3 005Flow Length=190' 0 LL 0.045 0.04 Tc=23.4 m i n 0.035 0.03 CN=36- 0.025 0.02 0.015 0.01 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 3S: Watershed area 3 Runoff = 0.32 cfs @ 12.20 hrs, Volume= 0.061 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 59,263 32 Woods/grass comb., Good, HSG A 7,418 98 Paved roads w/curbs & sewers, HSG C 66,681 39 Weighted Average 59,263 88.88% Pervious Area 7,418 11.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0600 0.11 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 18.0 210 Total Subcatchment 3S: Watershed area 3 Hydrograph 0.36 ❑Runoff 0.34 0.32 cfs 0.32 Type II 24-hr 0.3 0.28 100 Year Rainfall=6.11" 0.26 Runoff Area=66,681 sf 0.24 0.22 Runoff Volume-0.061 of 0.2 Runoff Depth=0.48" 3 0.18 0.16 Flow Length=210' 0.14 Tc=18.0 min 0.12 0.1 CN=39 0.08 0.06 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 4S: Watershed area 4 Runoff = 0.21 cfs @ 12.52 hrs, Volume= 0.066 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 74,131 32 Woods/grass comb., Good, HSG A 7,423 98 Paved roads w/curbs & sewers, HSG C 81,554 38 Weighted Average 74,131 90.90% Pervious Area 7,423 9.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.6 100 0.0100 0.05 Sheet Flow, Woodland Flow Woods: Light underbrush n= 0.400 P2= 2.57" 3.0 90 0.0100 0.50 Shallow Concentrated Flow, Woodland Flow Woodland Kv= 5.0 fps 34.6 190 Total Subcatchment 4S: Watershed area 4 Hydrograph 0.23 0.21 cfs ❑Runoff 0.22 0.21 Type II 24-hr 0.2 0.19 100 Year Rainfall=6.11" 0.18 0.17 Runoff Area=81,554 sf 0.16 0.15 Runoff Volume-0.066 of 0.1 4 0.13 Runoff Depth=0.42 0.12 0 0.11 0.1 Flow Length=190' 0.09 0.08 Jlope=0.0100 '/' 0.07 Tc=34.6 m i n 0.06 0.05 CN=38 0.04 0.03 0.02 0.01 0; 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 5S: Watershed area 5 Runoff = 0.58 cfs @ 12.02 hrs, Volume= 0.058 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 63,831 39 >75% Grass cover, Good, HSG A 63,831 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 375 0.0200 9.48 312.72 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=3.00' Z= 3.07' Top.W=20.00' n= 0.030 Earth, grassed &winding 0.7 375 Total, Increased to minimum Tc = 6.0 min Subcatchment 5S: Watershed area 5 Hydrograph ❑Runoff 0.6 0.58 cfs 0.55 Type 11 24-hr 0.5 100 Year Rainfall=6.11" 0.45 Runoff Area=63,831 sf 0.4 Runoff Volume=0.058 of 0.35 Runoff Depth=0.48 LL 03 Flow Length=375' 0.25 Slope=0.0200 '/' 0.2 Tc=6.0 min 0.15 CN=39 0.1 0.05 0- rr" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 6S: Watershed Area 6 Runoff = 0.37 cfs @ 13.32 hrs, Volume= 0.196 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 319,745 36 Woods, Fair, HSG A 319,745 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.2 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 17.0 280 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 68.2 380 Total Subcatchment 6S: Watershed Area 6 Hydrograph 0.4 0.37 cfs ❑Runoff 0.38 0.36 Type Il 24-hr 0.33 100 Year Rainfall=6.11 03 Runoff Area=319,745 sf 0.28 0.26 Runoff Volume=0.196 of 0.24 0.22 Runoff Depth=0.32 0°$ Flow Length=380' 016 Slope=0.0030 ' 0.12 Tc=68.2 min 0.1 0.08 CN=36 0.06 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 7S: Watershed area 7 Runoff = 13.84 cfs @ 11.96 hrs, Volume= 0.776 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 4,650 69 50-75% Grass cover, Fair, HSG B 53,599 98 Paved roads w/curbs & sewers, HSG C 13,676 98 Unconnected roofs, HSG A 71,925 96 Weighted Average 4,650 6.47% Pervious Area 67,275 93.53% Impervious Area 13,676 20.33% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.1 415 0.9500 57.94 102.38 Pipe Channel, Storm Drainage System 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.9 515 Total, Increased to minimum Tc = 6.0 min Subcatchment 7S: Watershed area 7 Hydrograph 15 ❑Runoff 13.84 cfs 14:: 13Type H 24-hr :i 12 100 Year Rainfall=6.11" 11 Runoff Area=71,925 sf_ 10 . Runoff Volume=0.776 of 9 Runoff Depth=5.64" 7 Flow Length=515' 6 Tc=6.0 min 5 4 CN=96 3 2: 0.: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 8S: Watershed area 8 Runoff = 1.46 cfs @ 12.16 hrs, Volume= 0.118 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=6.11" Area (sf) CN Description 22,000 69 50-75% Grass cover, Fair, HSG B 22,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0100 0.08 Sheet Flow, Parking Lot Grass: Dense n= 0.240 P2= 2.57" 1.2 50 0.0100 0.70 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 22.2 150 Total Subcatchment 8S: Watershed area 8 Hydrograph 1.46 cfS ❑Runoff Type 11 24-hr 100 Year Rainfall=6.11., Runoff Area=22,000 sf Runoff Volume=0.118 of Runoff Depth=2.80., Flow Length=150' Slope=0.0100 '/' Tc=22.2 m i n CN=69 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 82 Summary for Reach 1OS: Overflow Swale 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.00" for 100 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 1OS: Overflow Swale 1 Hydrograph Cl Inflow ❑Outflow Inflow Area=0.726 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 83 Summary for Reach 20S: Overflow Swale 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.00" for 100 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 56.0 sf, Capacity= 392.78 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 26.00' Length= 195.0' Slope= 0.00777' Inlet Invert= 198.50', Outlet Invert= 197.00' Reach 20S: Overflow Swale 2 Hydrograph Cl Inflow ❑Outflow Inflow Area=1 .328 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=195.0' LL S=0,0077 T Capacity=392.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 84 Summary for Reach 30S: Overflow Swale 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 100 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 197.78 cfs 2.00' x 3.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 20.00' Length= 375.0' Slope= 0.00807' Inlet Invert= 197.00', Outlet Invert= 194.00' Reach 30S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.859 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=375.0' LL S=0.0080 '/' Capacity=197.78 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 85 Summary for Reach 40S: Overflow Swale 5 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.00" for 100 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.05 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 @ 1.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 6.00' Flow Area= 120.0 sf, Capacity= 1,222.30 cfs 2.00' x 6.00' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 38.00' Length= 205.0' Slope= 0.0098 '/' Inlet Invert= 197.00', Outlet Invert= 195.00' Reach 40S: Overflow Swale 5 Hydrograph Cl Inflow ❑Outflow Inflow Area=2.598 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=205.0' LL S=0.0098 '/' Capacity=1 ,222.30 cfs 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 86 Summary for Pond 11B: Infiltration Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.48" for 100 Year event Inflow = 0.27 cfs @ 12.04 hrs, Volume= 0.029 of Outflow = 0.17 cfs @ 12.11 hrs, Volume= 0.029 af, Atten= 36%, Lag= 4.1 min Discarded = 0.17 cfs @ 12.11 hrs, Volume= 0.029 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.08' @ 12.11 hrs Surf.Area= 503 sf Storage= 36 cf Plug-Flow detention time= 0.9 min calculated for 0.029 of(100% of inflow) Center-of-Mass det. time= 0.9 min ( 959.5 - 958.6 ) Volume Invert Avail.Storage Storage Description #1 197.00' 2,010 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 405 0 0 198.50 2,275 2,010 2,010 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.17 cfs @ 12.11 hrs HW=197.08' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 87 Pond 1113: Infiltration Basin 1 Hydrograph 0.27 CfS l�Inflow L.q Outflow Inflow Area=O./ ZV ac Discarded 0.3 ❑Primary 0.28 Peak Elev=197,08' 0.26 Storage=36 cf 0.24 0.22 0.2 0.17 cfs H 0.18 —� 0.16 0 0.14 LL 0.12 0.1 0.08 rr 0.06 0.04::::: i r r 0.00 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 88 Summary for Pond 1SB: Sediment Basin 1 Inflow Area = 0.726 ac, 10.02% Impervious, Inflow Depth = 0.48" for 100 Year event Inflow = 0.28 cfs @ 12.02 hrs, Volume= 0.029 of Outflow = 0.27 cfs @ 12.04 hrs, Volume= 0.029 af, Atten= 4%, Lag= 1.4 min Primary = 0.27 cfs @ 12.04 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.54' @ 12.04 hrs Surf.Area= 428 sf Storage= 18 cf Plug-Flow detention time= 1.8 min calculated for 0.029 of(100% of inflow) Center-of-Mass det. time= 1.8 min ( 958.6 - 956.8 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,653 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.00 3,000 984 1,653 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.26 cfs @ 12.04 hrs HW=197.54' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.26 cfs @ 0.56 fps) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 89 Pond 1SB: Sediment Basin 1 Hydrograph El Inflow 0.28 Cfs ❑ Primary 03 0.27 cfs Inflow Area=0.726 ac 0.28 0.26 Peak Elev=197.54' 0.24 p 0.22 Storage=1O cf, 0.2 w 0.18 3 0.16 0 FL 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0.: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 90 Summary for Pond 2113: Infiltration Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.32" for 100 Year event Inflow = 0.09 cfs @ 12.46 hrs, Volume= 0.036 of Outflow = 0.09 cfs @ 12.47 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.7 min Discarded = 0.09 cfs @ 12.47 hrs, Volume= 0.036 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.01' @ 12.47 hrs Surf.Area= 326 sf Storage= 4 cf Plug-Flow detention time= 0.7 min calculated for 0.035 of(100% of inflow) Center-of-Mass det. time= 0.7 min ( 1,009.0 - 1,008.3 ) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0' 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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @ 12.47 hrs HW=197.01' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydrOCAD Software Solutions LLC Page 91 Pond 2113: Infiltration Basin 2 Hydrograph U n n9 rfg 1-1 Inflow 1"q Outflow Discarded 0.1 0.09 cfs Inflow Area=1.328 ac Primary 0.095::[jPeak Elev=197.01' 0.09 0.085 Storage=4 cf 0.08 0.075 0.07 0.065 w 0.06 0.055 3 0.05 �°0.045 0.04 0.035 ,r 0.03 0.025 0.02 0.015 r r 0.00 cfs 0: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 92 Summary for Pond 2SB: Sediment Basin 2 Inflow Area = 1.328 ac, 5.91% Impervious, Inflow Depth = 0.32" for 100 Year event Inflow = 0.09 cfs @ 12.44 hrs, Volume= 0.036 of Outflow = 0.09 cfs @ 12.46 hrs, Volume= 0.036 af, Atten= 0%, Lag= 1.0 min Primary = 0.09 cfs @ 12.46 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.52' @ 12.46 hrs Surf.Area= 311 sf Storage= 6 cf Plug-Flow detention time= 1.4 min calculated for 0.035 of(100% of inflow) Center-of-Mass det. time= 1.4 min ( 1,008.3 - 1,007.0 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.09 cfs @ 12.46 hrs HW=197.52' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.09 cfs @ 0.39 fps) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 93 Pond 2SB: Sediment Basin 2 Hydrograph - - - El Inflow 0 10 Primary 0.095 0.09 cfs Inflow Area=1 .328 ac 0.09 0.085 Peak Elev=197.52' 0.08 0.075 Storage=6 cf 0.07 0.065 w 0.06 0.055 30 0.05 FL 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 94 Summary for Pond 31P: Infiltration Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.18" for 100 Year event Inflow = 0.10 cfs @ 13.30 hrs, Volume= 0.044 of Outflow = 0.10 cfs @ 13.31 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.7 min Discarded = 0.10 cfs @ 13.31 hrs, Volume= 0.044 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 13.31 hrs Surf.Area= 501 sf Storage= 2 cf Plug-Flow detention time= 0.3 min calculated for 0.044 of(100% of inflow) Center-of-Mass det. time= 0.3 min ( 1,058.0 - 1,057.8 ) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.49 cfs @ 13.31 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.49 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 95 Pond 31P: Infiltration Basin 3 Hydrograph F 1-1 I1-1 Inflow n 1 fl rfs 1 p outflow Inflow Area-2.859 ac Discarded 0.115 0.10 cfs — ❑Primary 00.05 Peak Elev=195.50' 0.1 0.095 Storage=2 cf 0.09 0.085 0.08 0.075 0.07 40.065 —� 0.06 3:0.055 i—o° 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.00 cfs o:. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 96 Summary for Pond 3SP: Sediment Basin 3 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.26" for 100 Year event Inflow = 0.32 cfs @ 12.20 hrs, Volume= 0.061 of Outflow = 0.10 cfs @ 13.30 hrs, Volume= 0.044 af, Atten= 68%, Lag= 65.9 min Primary = 0.10 cfs @ 13.30 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.02' @ 13.30 hrs Surf.Area= 1,018 sf Storage= 768 cf Plug-Flow detention time= 206.0 min calculated for 0.044 of(72% of inflow) Center-of-Mass det. time= 89.9 min ( 1,057.8 - 967.9 ) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.10 cfs @ 13.30 hrs HW=197.02' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.40 fps) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 97 Pond 3SP: Sediment Basin 3 Hydrograph El Inflow 0.36 0 32 cfS ❑ Primary 0.34 0.32 Inflow Area=2.859 ac 03 Peak Elev=197.42' 0.28 0.26 0.24 Storage=768 cf 0.22 0.2 3 0.18 i—o° 0.16 0.14 0.12 0.10 cfs 0.1 0.08 0.06 0.04 0.02 0` 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 98 Summary for Pond 4DP: Discharge Point 4 Inflow Area = 0.505 ac, 0.00% Impervious, Inflow Depth = 2.80" for 100 Year event Inflow = 1.46 cfs @ 12.16 hrs, Volume= 0.118 of Outflow = 0.87 cfs @ 12.35 hrs, Volume= 0.118 af, Atten= 40%, Lag= 11.7 min Discarded = 0.87 cfs @ 12.35 hrs, Volume= 0.118 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.70' @ 12.35 hrs Surf.Area= 4,185 sf Storage= 1,042 cf Plug-Flow detention time= 16.7 min calculated for 0.118 of(100% of inflow) Center-of-Mass det. time= 16.7 min ( 868.2 - 851.5 ) Volume Invert Avail.Storage Storage Description #1 196.50' 2,550 cf Infiltration Basin (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.50 100 0 0 197.00 10,100 2,550 2,550 Device Routing Invert Outlet Devices #1 Discarded 196.50' 9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.87 cfs @ 12.35 hrs HW=196.70' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.87 cfs) Pond 4DP: Discharge Point 4 Hydrograph -- -- --- E..1 Inflow 1 46 cfs; Discarded Inflow Area=0.......505 ac Peak Elev=196.70' Storage=1,,042 cf H , 0.87 cfs 3 0 LL 0°., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 99 Summary for Pond 41P: Infiltration Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.23" for 100 Year event Inflow = 0.11 cfs @ 13.59 hrs, Volume= 0.049 of Outflow = 0.11 cfs @ 13.60 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.9 min Discarded = 0.11 cfs @ 13.60 hrs, Volume= 0.049 of Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs/3 Peak Elev= 195.50' @ 13.60 hrs Surf.Area= 501 sf Storage= 2 cf Plug-Flow detention time= 0.3 min calculated for 0.049 of(100% of inflow) Center-of-Mass det. time= 0.3 min ( 1,077.6 - 1,077.3 ) Volume Invert Avail.Storage Storage Description #1 195.50' 1,908 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 498 0 0 197.00 2,046 1,908 1,908 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' 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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.49 cfs @ 13.60 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.49 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=195.50' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 100 Pond 41P: Infiltration Basin 4 Hydrograph 1 1 Inflow n 11 rfg L p outflow Discarded 0.11 cfS Inflow Area=2.598 ac Primary 0.12 Peak Elev=195.50' 0.11 0.1 Storage=2 cf 0.09 0.08 0.07 0 0.06 — s , w LL 0.05 .,••rs 0.04 0.03 0.02 0.00 cfS 0: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 101 Summary for Pond 4SP: Sediment Basin 4 Inflow Area = 2.598 ac, 9.36% Impervious, Inflow Depth = 0.30" for 100 Year event Inflow = 0.21 cfs @ 12.52 hrs, Volume= 0.066 of Outflow = 0.11 cfs @ 13.59 hrs, Volume= 0.049 af, Atten= 47%, Lag= 63.8 min Primary = 0.11 cfs @ 13.59 hrs, Volume= 0.049 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 197.02' @ 13.59 hrs Surf.Area= 1,020 sf Storage= 769 cf Plug-Flow detention time= 192.0 min calculated for 0.049 of(74% of inflow) Center-of-Mass det. time= 84.0 min ( 1,077.3 - 993.4 ) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.11 cfs @ 13.59 hrs HW=197.02' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 0.11 cfs @ 0.41 fps) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 102 Pond 4SP: Sediment Basin 4 Hydrograph El Inflow 0.23 0 21 Chs ❑ Primary 0.22 Inflow Area-2.598 ac 0.21 0 Peak Elev=197.42' 0.18 0.17 Storage=769 cf 0.16 0.15 w 0.14 0.13 0.11 cfs 30.12 0 0.11 LL 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0' 1 2 345 6 7 8 9 10 11 12 13 '4'"l' 16 17 18 7720 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 103 Summary for Pond 5SB: Sediment Basin 5 Inflow Area = 2.859 ac, 8.70% Impervious, Inflow Depth = 0.00" for 100 Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 196.00' @ 1.00 hrs Surf.Area= 495 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=196.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 104 Pond 5SB: Sediment Basin 5 Hydrograph ... El Inflow ❑ Primary Inflow Area=2.859 ac Peak Elev=196.00' Storage=0 cf 3 0 LL 0.00 cfs o..... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 105 Summary for Pond 15P: Sediment Basin 6 Inflow Area = 11.589 ac, 15.42% Impervious, Inflow Depth = 1.01" for 100 Year event Inflow = 13.84 cfs @ 11.96 hrs, Volume= 0.972 of Outflow = 12.48 cfs @ 12.01 hrs, Volume= 0.704 af, Atten= 10%, Lag= 2.6 min Primary = 12.48 cfs @ 12.01 hrs, Volume= 0.704 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 193.40' @ 12.01 hrs Surf.Area= 7,252 sf Storage= 14,452 cf Plug-Flow detention time= 213.1 min calculated for 0.703 of(72% of inflow) Center-of-Mass det. time= 92.8 min ( 906.3 - 813.4 ) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0' 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 Primary OutFlow Max=12.28 cfs @ 12.01 hrs HW=193.39' (Free Discharge) 't--1=Broad-Crested Rectangular Weir(Weir Controls 12.28 cfs @ 1.57 fps) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 106 Pond 15P: Sediment Basin 6 Hydrograph - El Inflow 15 13.$4 CfS ❑ Primary .... 14,i Inflow Area=11 .589 ac 13 12.48 Cfs Peak Elev=193.40' 12 Storage=14,452 cf 10 w 9 � 8 3 0 7 LL 6 5: 4:' 3: 2:' 0.: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 107 Summary for Pond 16P: Infiltration Basin 5 Inflow Area = 15.913 ac, 12.80% Impervious, Inflow Depth = 0.57" for 100 Year event Inflow = 13.04 cfs @ 12.01 hrs, Volume= 0.762 of Outflow = 12.53 cfs @ 12.03 hrs, Volume= 0.762 af, Atten= 4%, Lag= 1.2 min Discarded = 12.53 cfs @ 12.03 hrs, Volume= 0.762 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 190.04' @ 12.03 hrs Surf.Area= 22,309 sf Storage= 864 cf Plug-Flow detention time= 1.1 min calculated for 0.761 of(100% of inflow) Center-of-Mass det. time= 1.1 min ( 911.3 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=12.91 cfs @ 12.03 hrs HW=190.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 12.91 cfs) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 108 Pond 16P: Infiltration Basin 5 Hydrograph - O Inflow 14', C 13 04 cfs � Discarded 13 12.53 cfs Inflow Area 15.913 ac 12 Peak Elev=190.04' Storage=864 cf 10 9 w 8 0 7 a 6 5: 3: 2 Mpg 17/1 0:. 1 WWOWOW 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20160114_PRO DRAIN Type 1124-hr 100 Year Rainfa11=6.11" Prepared by Bohler Engineering Printed 1/14/2016 HydroCAD@ 10.00 s/n 02674 @2013 HydroCAD Software Solutions LLC Page 109 Summary for Pond C4: Culvert 4 Inflow Area = 9.938 ac, 2.45% Impervious, Inflow Depth = 0.24" for 100 Year event Inflow = 0.37 cfs @ 13.32 hrs, Volume= 0.196 of Outflow = 0.37 cfs @ 13.32 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 13.32 hrs, Volume= 0.196 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 195.27' @ 13.32 hrs Flood Elev= 196.00' Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L= 80.0' Box, 30-750 wingwalls, rounded crown, Ke= 0.200 Inlet/Outlet Invert= 195.00'/ 193.50' S= 0.0187 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.37 cfs @ 13.32 hrs HW=195.27' (Free Discharge) L1=Culvert (Inlet Controls 0.37 cfs @ 2.20 fps) Pond C4: Culvert 4 Hydrograph El Inflow ❑ Primary 0.4 0.37 cfs 0.38 Inflow Area=9.938 ac 0.36 0.34 Peak Elev=195.27' 0.32 0.3 12.0" 0.28 0.26 Round Culvert F 0.24 0.22 n=0.013 0 0.2 LL 0.18 L=80.0' 0.16 0.14 S=0.0187 T 0.12 0.1 0.08 0.06 0.04 0.02 0' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) USDA united states A product of the National Custom Soil Resource = Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of N RCS Agriculture and other Warren County ,Federal agencies, State Natural agencies including the Resources Agricultural Experiment New York Conservation Stations, and local Service participants 8JOHOHO) ft" i 1'frdl � f January 13, 2016 GEOTECHNICAL EVALUATION PROPOSED HOLIDAY INN EXPRESS QUEENSBURY, NEW YORK Dente File No. FDE-15-255 Prepared For: Mr. Joshua O'Connor, P.E. Switcho, LLC c/o Bohler Engineering 17 Computer Drive West Albany, NY 12205 January 2016 TABLE OF CONTENTS I. INTRODUCTION.................................—...---........... ..............I II. SITE AND PROJECT DESCRIPTION.........................................2 Ill. SUBSURFACE CONDITIONS....................................................2 IV. GEOTECHNICAL EVALUATION.........................---.................3 V. CLOSURE...................................................................... ......7 APPENDICES APPENDIX A Topography Maps (Current & Historic) APPENDIX B Subsurface Investigation Plan APPENDIX C Subsurface Logs w/ Key APPENDIX D Infiltration Test Reports APPENDIX E Photographs INALBANY AREA BUFFALO AREA go 1 594 Broadway PO Box 482 Watervliet,NY 12189 Orchwd Park,NY 14127 Voice 518-266-0310 V6ce 716-649-9474 Mal Fax 5E8-266-9238 Fax 716-648-3521 E N GI N EE R PNG GEOTECHNICAL EVALUATION PROPOSED HOLIDAY INN EXPRESS QUEENSBURY, NEW YORK D,ente File No. FDE-15-255 1. INTRODUCTION Presented herein are the results of a geotechnical evaluation completed by Dente Engineering, P.C. for a new hotel planned for construction in Queensbury, New York., This evaluation was prepared in general accord with Dente proposal No. FIDE-1 -205 which was authorized on November 19, 2015. In general, the scope of services for the geotechnical evaluation consisted of the following: 0 Completion of ten test borings at proposed building and site improvements, 0 Completion of four infiltration tests at stormwater management areas, 0 Site reconnaissance by a Geotechnical Engineer, 0 Preparation of this report which summarizes the results of the site explorations, and presents recommendations to assist in planning for earthwork and the design and construction of foundations, floor slabs, retaining walls, and pavements. This report and the recommendations contained within it were developed for specific application to the site and construction planned, as we currently understand it. Corrections in our understanding, changes in the structure locations,their grades, loads, etc. should be brought to our attention so, that we may evaluate their effect upon the recommendations offered in this report. It should be understood that this report was prepared, in part, on the basis of a limited number of site explorations. The explorations were made at discrete locations and the overburden soils sampled at specific depths. Conditions are only known at the locations and through the depths investigated. Conditions at other locations and depths may be different, and these differences may impact upon the conclusions reached and the recommendations offered. A sheet entitled "Important Information about your Geotechnical Engineering Report" prepared by the Association of Engineering Firms Practicing, in! the Geoscience,s is presented following the title page of this report. This sheet should never be separated www.dente-ongineering.com from this, report and be carefully reviewed as, it sets the only context within which this report should be used. This report was prepared for informational purposes only and should not be considered part of the contract documents. It should be made available to interested parties in its entirety only. Should the data contained in this report not be adequate for the contractor's purposes, the contractor may make their own investigations, tests and analyses for use in bid preparation., The recommendations offered in this report concerning the control of surface and subsurface waters, moisture or vapor membranes address coinventionall Geotechnical Engineering aspects only and are not to be construed as recommendations for controlling or providing an environment that would prohibit or control infestations of the structure or its surroundings with mold or other biological agents. III. SITE AND PROJECT DESCRIPTION The project site is located adjacent to and north of Corinth Road and west of the Adirondack Northway Exit 18 ramp in the town of Queensbury, New York as shown on the current and historic USGS topographic maps presented in Appendix A. The maps and site photographs are provided to assist the reader in locating the site and reviewing the general topography and land use in the project area. The project site, is a roughly 17 acre trapezoidal shaped wooded', parcel which is nearly level. The project will entail the construction of a four story, wood frame and block walled and plank floored hotel building with a plan area of about 14,0100sf. Finished floor elevation is planned near the existing site grades. No foundation loads were provided to us, but based on the building type we expect that maximum column and wall loads will be less than 350 kips and 20 kips per linear foot, respectively. Ill. SITE INVESTIGATIONS The site conditions were investigated through the completion of ten test borings, at the approximate locations shown on the Subsurface Investigation Plan presented in Appendix B. The borings were made using, a standard rotary drill rig equipped with hollow stem augers. As the augers were advanced, the soils were sampled and their relative density determined using split-spoon sampling techniques in,general accord with ASTM D1586 procedures. Representative portions of the soil samples recovered from the borings were transported to our office for visual classification by a Geotechnician. Individual subsurface logs, which were prepared based upon the visual classifications, are presented in Appendix C together with a key that explains the terms used in their preparation. Infiltration test results are presented in Appendix D. SUBSURFACE CONDITIONS In general, the project site was found to be mantled with about 6 to 10 inches of topsoil Page 2 overlying deep deposits of fine and/or fine to medium sand containingi some to trace amounts of silt and coarse sand. The sands extended to the maximum 52 feet depth explored and they were judged to be of a loose to firm relative density based on the standard penetration "N" values recorded as the sample spoon was driven into the ground. Groundwater measurements were obtained at completion of drilling and sampling and the results are noted on the individual subsurface logs. It should be understood that these measurements may not accurately reflect the actual groundwater depths because adequate time did not pass after completion of drilling for water to enter and achieve a static level in the augers. Based on the measurements and the change in the relative moisture content of the recovered soil samples from "moist" to "wet", it appears that groundwater was typically present about 18 feet below grade at the time of investigation. It should be understood that the groundwater depths may fluctuate by several feet with seasonal variations in precipitation and runoff. The groundwater levels may also,be elevated by flooding in the storm management swale on the northeast side of the site. IV. CONCLUSIONS AND RECOMMENDATIONS A. GENERAL SITE EVALUATION Planning for design and construction will be impacted primarily by the looser sand soils prevalent across the site surface, assuming that this factor is properly addressed per the following guidelines, conventional shallow spread foundations and slab-on-grade design may be considered for the new construction. The loose sands are of adequate strength to support conventional shallow spread foundations provided that they are designed for a relatively modest bearing pressure,the bearing surfaces are prepared as recommended, and the estimated foundation settlements are within tolerable limits for the structure. Soils excavated on-site that consist primarily of fine sand should be suitable for reuse as fill and backfill beneath pavements and building areas. The following report sections provide detailed recommendations to,assist in planning for design and construction of foundations, floor slabs, retaining walls, and pavements. We should review site grading and building plans and specifications prior to their release for bidding to confirm that our recommendations were properly interpreted and applied and to allow us to refine our recommendations if necessary based on the final design, B. SEISMIC DESIGN CONSIDERATIONS For seismic design purposes, we have evaluated the site conditions in accord with Section 1613 of the New York State Building Code (2010). On this, basis, we have determined that Seismic Site Class "D - Stiff Profile" is applicable to this project. This Page 3 determination was made, in part, based on the results of shear wave velocity testing conducted in similar subsurface profiles at other sites in the general project area. Results of the previous site investigations were also used to determine that liquefaction: of the soils due to earthquake motions should not be a concern. G. SITE PREPARATION & EARTHWORK The site preparation should begin with clearing of vegetation and stripping of topsoil and surficial organic matter from proposed building and pavement areas. Prior to placings fills to raise site grades and/or after cuts are made to the plan subgrade elevations, the pavement and building subgrades should be proof-rolled using a steel drum roller with a static weight of at least ten tons. The roller should operate in its vibratory mode, unless requested otherwise by the geotechnical Engineer observing the work, and travel at a speed not exceeding three feet per second (two miles per hour). Soft areas which are identified by the proof-rolling should be investigated to ascertain the cause and, where determined to be necessary, undercut and replaced with Structural Fill. Temporary side slopes for the site excavations should be made no steeper than one vertical on 1.5 horizontal as required by OSHA regulations for a Type C soil. The excavations should be observed by a competent person to confirm acceptability of the temporary slopes. All excavations should be completed so as not to undermine roads, utilities, and/or foundations of adjacent structures. In general, excavations should not encroach within a zone of influence defined by a line extending out and down from the existing structures at an inclination of one vertical on 1.5 horizontal. Excavations that encroach within this zone should be sheeted, shored and braced to support the soil and adjacent structure loads, or the structure should be underpinned to establish bearing at a deeper level. Structural Fill should be used as fill/backfill within the proposed building pad and pavement areas. The fill should consist of on-site sand or imported sand or sand and gravel. Imported structural fill should contain no particles, larger than three inches and less than ten percent, by weight, of material finer than a No. 200 mesh sieve. The imported materials should be free of recycled concrete, asphalt, bricks, glass and pyritic shale rock. The Structural Fill should be placed in uniform loose layers no more than about one foot thick where heavy vibratory compaction equipment is used,. Smaller lifts should be used where hand operated equipment is required for compaction. Each lift should be compacted to not less than 95 percent of the maximum dry density for the soil which is established by the Modified Proctor Compaction Test, ASTM D1557. In landscape areas, the compaction may be reduced to 90 percent of maximum dry density. D. FOUNDATIONS All foundations should bear directly on native fine sand or on compacted Structural Fill subject to the following: Page 4 The upper 12 inches of dry, native sand should be compacted to at least 95 percent of the maximum dry density for the material determined by the Modified Proctor compaction test, ASTM 01557. The foundations may be proportioned for a maximum net allowable bearing pressure equal to 3,000 pounds per square foot. Continuous wall foundations should have a minimum width of 24-inches and isolated column foundations should be at least 36- inches wide. Exterior foundations should bear at least four feet beneath final adjacent exterior grades to afford frost penetration protection. Assuming standard care is used in preparing the foundation bearing grades,we estimate that total and differential foundation settlements should be less than 1.25 and 0.5 inches, respectively. The settlements should occur quickly as construction is completed and loads are applied. The installation of a perimeter foundation drain is not recommended. E. FLOOR SLABS The floor slabs should be cast upon a vapor retarder (Stego Wrap 15 mill Class A or equivalent) placed over a minimum 4 inch thick base course of crushed stone(No. 1 and No. 2 size aggregate). The floor slabs may be designed in accord with the recommended procedures of the American Concrete Institute or Portland! Cement Association using a vertical modulus of subgrade reaction equal to 200 pounds per cubic inch at the top of the recommended base layer. F. RETAINING WALLS Building, pit and any site walls that retain earth should be designed to resist lateral earth pressures together with any applicable surcharge loads. Active earth pressures may be assumed for walls that are free to deflect as the backfill is placed and surcharge loads applied. At-rest earth pressures should be assumed for walls that are braced prior to backfilling or applying surcharge loads. The following design parameters are provided to assist in determining the lateral wall loads, whichever apply. Soil's Angle of Internal Friction 30 degrees Coefficient of At-Rest Earth Pressure 0-50 Coefficient of Active Earth Pressure 0.33 Coefficient of Passive Earth Pressure 3,00 Total Unit Weight of Soil 110 pcf Coefficient of Sliding Friction 0.35 Retaining structures located in areas subject to stormwater management should be provided with a foundation drain which may consist of a nominal four-inch diameter perforated PVC pipe embedded at the base of a minimum 'l 2-inch wide column of clean crushed stone (No. I and No. 2 size aggregate). The stone should be wrapped in a filter fabric (Mirafi 140N or equivalent) to inhibit siltation. Backfill soils behind the crushed stone drainage layer should consist of Structural Fill. Page 5 G. PAVEMENTS Two pavement sections may be considered for use dependling on the expected traffic loads, a Heavy Section should be used for entrance drives and a Light Section for areas subject primarily to automobile parking- Recommended flexible pavement section materials and thicknesses are tabulated below. FLEXIBLE ASPHALTIC CONCRETE PAVEMENT SECTIONS Layer Thickness Course NYSDOT Reference Hta�ec�flon Li ht Section Asphalt Top Section 403-Type 6 or 7 1.5" 1111 Asphalt Binder Section 403-Type 3 2.5" 2" Crusher-Run Stone Base Section 304-Type 2 12" 101, Stabilization Fabric Mirafi 500X or Equivalent —L---Ling—le Ply Single Ply All materials and construction should conform with the NYSIDOT Standard Specifications for Construction and Materials. The base course materials should be compacted to 95 percent of the maximum dry density for the material established through the Modified Proctor Compaction Test, ASTM Q1557. The recommended pavement sections were designed primarily for automobile and occasional delivery truck traffic, and not to support heavy construction equiipment loads or tractor trailer traffic which may require an augmented section. The contractor should construct temporary haul and construction roadways and routes about the site as appropriate for the specific weather conditions and' equipment he intends to employ. Construction period traffic should not be routed across the recommended pavements. It should be noted that all pavements require routine maintenance and occasional repairs. Failure to maintain the pavements or do repairs on a timely basis can materially shorten the pavement design life. It should be understood that frost may penetrate beneath sidewalks and pavements and cause these pavement surfaces to heave and that the heave may be differential, particularly where sidewalks and pavements meet building doorways and along curbs. If these pavement conditions are planned and the potential heaving of them is to be minimized, a 16-inch thick base of No.1' and No. 2 size crushed stone should be placed beneath the sidewalks or pavements with an under-drain to relieve any collected waters in order to limit the potential heave to generally tolerable magnitudes for most winters. H. CONSTRUCTION MONITORING The Geotechnical Engineer should be retained to monitor earthwork and bearing grade preparations for foundations, floor slabs, and pavements. It should be understood that the actual subsurface conditions that exist across this site will only be known when the site is excavated. The presence of the Geotechnical Engineer during the earthwork and Page 6 foundation construction phases will allow validation of the subsurface conditions assumed to exist for this study and the design recommended in this report. We believe this construction sequence observation and testing should be provided by the Geotechnical Engineer of record as a consultant to the Owner, Architect or Construction Manager. We do not believe these services should be provided through the general or earthwork contractor, V. CLOSURE, This report was prepared for specific application to the project site and construction planned based on a limited number of explorations at discrete locations. Dente Engineering should be retained during construction to validate that the actual site conditions are similar to those assumed for development of the recommendations contained in this report. Dente Engineering should also review plans and specifications related to foundations and earthwork prior to their release for bidding to confirm that the recommendations were properly interpreted and applied. This report was prepared using methods and practices, common to Geotechnical Engineering, no otherwarranties expressed or implied are made. Should questions arise or if we may be of any other service, please contact us at your convenience. Prepared By.- Dente Engin erin . ki ka rTI Fred A. Dente, E. President Ui 11 Page 7 M 1 7 1 Mi � Geolechnical Engineepong k , rrME rx x - r r r r. x r r rr r I . rr r t r err-rr - r r �r. I Geotechnical Sepvices Are PePfor'med far laAr InL.aglull ,i,,rwee3E `Ihn Specific PuP uses Pep rn r ry i P p sags, end Projects I Geotechnical engineers snxiwe inelr S r'fyes be Iliovel the spc i Iilf reeds Ji [lie d"'sIcm iean'l, I thew clients.Ageoiechnuc l t,rneerlCg uruo4r�nr tTuc.ieti lei a Nivd c,lginr er m tl�ro,�i..%YIICIl Inlay not,WIWI the needs of a elonsiruchon conliactor or even anclm civil I; nr iftieer.Seca,iSP each geolec miCal engineetiilg study is unique.Fac,gec- k a gene al r..le, a i;rlornt your geotechnical -rule.. technic l engineering nep,orl is unique,prepared aletylur ihr`slielrL Pin one rh;ange,s - even minor afros - and iecluesl an assessment of t[ieir impact ?, 7o :7 cl r on ec! r - r rf �7fi �,�e V rt", (c + ^� C a r 1'� p ""}� IVl r y your L scClln al ngl l il!n pot; vl.r Int 6i i �a ,,�C d _ rC,f Car P ra„ e� r s]r d��?left) c rufc.yiMy iori,rjh1eMS ill!lflE -jet pct b c al ;rlgn eer 4,ho p pafEd I,,.Aod riot u'ne rico C�rat C LC:;f JGU 741"5 (t t rr o L3 'err°°,7 c"'(",not cGli5ill r l ei aNJ}Te'1i5 LI a t:, ;l even you-should apply the repoa,t IBar any purpose or prmecl mppC[lie one I`w-ere ooi,i=9101rnec originally com mplaled. l Su'hsurtace Conditions Can Change j Red the Fell Report A gealect'i*2c engrnaering report is based on condilions lhal erisl d a;!h:. Serious problems have occufred because [hose relying an a geoiechrieal titre lige study .`g=as pr.,dormed. De not rets" on 'in, ' crrir, engineering report did not read it all. Dc nut rely on an erecutive summary. report wv�hiese adequacy may have beer)affected by-the passage o+ :ilre;by 7 fGL'',rea(1 selmlcd elerlrenr o.nl}f. earl T'tilt;e'vr l Sil Ea 4";,1;5ffr9;,ir!ori f a pa:Cerit. a"W^;Ito a f1 il?6a.0 ale 'nis sa,.h a hoods or grt=Jfd waAa [lucti P I tis r;V5 A Geotechnical F,ngineeping Report Is used on nn1� , Ir 'co r.,.nnl;rl englnen'r t e M u apply inq the at. t lo A 'Unique Set of Project-Specific Factorsl.fi [,.cal i �.I 0 an."I-Was {� r r n i,ar v 'ef,M G�nlec rti cal..nil s ,,�,viu�, a nrP�(r+hoer of uuh�U;,projcct spee'cI$-'lacto'S gra as hl�ul �l�s, v,,11-len esiatl suing the scope cl a study, Typical larlors Includ,i tllo rllan."s goals,obje hues,and risk managen-leni pr,elercnresthe trneral nature of Inc Most Geotechnical Findings Are Professional s;fuclura involved, its sine,aid nonligurallen h lucalaon tai lh�e Si[Uclure Opinions on the situ;and older planned Cf existing sre,Inlpft vernp 4s such?is ac,1 e'3s GIDS E,"�I �:'i'm lidei0iiivs Si bs=uriac'++con+dition only ai kh"asY p=,:ICI 'wAhefe wrklnn loT.sand iundPiground uliliOEs.Aipss,h..,gcc[ec.nnic.al engi- subsu iacv ie t5 r :, nr7tl=[Ud ur sar'nPIPs arc taken.Geoiechniw al iriigin-mrs reef tvhc conducted the study specilie all: Ilidlcales ra!hf��'rkkls�,fief nal Fudy N ?i't?l ,5 �eld�nd laboralor}" rata and then apply 1hetr proiessIonal fidarne a gWcahi engfirrrng epoit lhat vias. TVt renter an opirli,lrr at,'oul sutsilrlara condilions Mmughout the site.Acljal not prepared'of you stfbsrirra:,e icon likiorrs may4 dillcr �ornraiMles signmicaillly fwT =n"ase indi- * riot prepared lur your prolecl, ^,ated in yro'rlr ronort.MMining in,,,,genlechniical.,11011-,r M10,"° ,Icvj youf not prepared ter the specific sire explored,of repot. to provide ccfnsrK cl4 on obscivakn is theIriosS eli'eclir mw;nr;d ,t compleled before important pioject changes w cfe made. managing the risks assuc aced with inanlIJpaled conch ons. hp°�';al+,hanks Ira[rare era4, 1-,��,rehab l;i+ n a�nxi�shng r, ted,l.nlr,?I A Report's Recommendations Are Not Final PrlginepiIng repori include""lose tra't Do not o eirrrly cn [he r,ti➢nstrucllyfl rlch"ju,ci Iyou[ rc d fhG ll3nv!I an ai t.e prcmsed 5tr''e tlV! as 4ihE,c Its Changr,l`ir n1 a pori. ,tl7rJsr rel;i7;111'7tsft(i?;C r,' 3,`E ROt"Y'OL Dechse]eNL'-hni4 enpner,r parking garage 10 an ollii,u hiOlding ar rrorn ahght industrial plant dcv.,lcp th,erri i nnrapAl lir r ,ur't I nnit aur,opic"on.Gplolreua'ric ncz`rs to a rclrlgerated 1 aienciuse. OpS only by cuhseiving aci',J j\ _...�_-...m_._..___-----_d.-----_ ..._.___.____.____.._._._._.. subsi0ace oondilions revealed during conslructiori The cfeoterhnical enyi- 12 disafwir mens. claims, a;r.4 dispdes. Ta help reduce the risk of steep neer who developed your reporl canal assufrne iesorrsiblily or liability fur cut ones rge*t hniral erigineers commonly include a variety of eaplarlalory Me report's recommendations if that engineer does not perfor;n construction provisions in Keir reports. Sornlelimes labeW 'limitaltons" many of these observation. provisions indicate w1nere geotechnical engineers' responsibilities begin and end,eo help others recognira their ova n responcihilitie,and risks {read A Geotechnical EnglneePing Rnpopt Is Subject to theseprovisions clusaly Ask queshons. your geotechnical Pngineei Should f Misintepppetation respond lully and frankly. tether design earn members' rnisinterprelat�on of geatecfin'Ical engineer- ng reports has resulted in costly problems. Lower that risk by having your Geoenvi'ronmental Concepns Arse Not Coerred n geolec tunical engineef coiler wilh apprropriale rnerrfuers �,il the desurf team the egwpir+enl ':edini ft es, and personnel used to parforru a geoendolon- aflef submdling the report.Also refaull your graotechnlcal Lngheer is review oiidef significanlly from; lhose used to periofrn a geotechrnrcai perhnenl elements of the design learn's plans and specilica[ions,Contractors sludy,For trial feasor a geolecnnical engineering reporl does fro[usu4ya re_ can also mis]Werpret a geofechnical erigineering reporl. Reduce That risk by We any geoenvironmenfal findings,cot dt6ons,or recorrnfraenclatiorrs e.g.. having your geotechnical engineer participate in piebid and pieconstruchon about the likelihood of encounlerong underground storage tanks of regulaled conlefenes,and by providing construdion;ohservalion, conlalninanls. Urrarilrurvatedefmroomerifad problems have led to nurnerous n!Ll /eC! If gate have n9t"yet obtained your own�eC9 n.FtlCr�4➢i7�@914x1 ln- Do Not Redpaw the Englneer�'s Logs fon-naf9an ask vnrir g;ofectl9ltlr al consuharl fol task Ir.anagernenl guld'ance. Geoled;9lic;al erlginpers prepare hnal baring and lesiing cosIhead upon Dnr�r?Prtry celaIeoi�rronmeoldlrt;porPpsrapvr'r.,ior someone etse ,! their tlnlerprefation of lield fogs and laberaloty da4a, To prevent Frrors of omissions, the logs included in a geoiechnical engineering report should Obtain Ppolessional Assistance To Deal with Mold li never be reora,,vn four inclus on in architectural or outer design drav,,ings, Diverse s:rafeigies can be applied during building design,conslruehon, op- I Only pholograrchic or electronic reprodudio�n s acceptahle, br1P re-cogni>e oration,and maintenance to prevent significant amounts of hold from grove- thut�sepr;"aratirlty f"rigs from Phu reporl can e,,eV&risk. ung on Indonr surfaces,To be effective,all such strategies should be devised for the express purpose of meld Prevenfion,'lntegrated info a comprehensive Give Contpactops a Complete Report and plan and rveculed rvith diluent overs'ghr IN a prolessional reeled pfevenlon Guidance r,onsulianl. R°cause fUSI a srrfall dMOUnt of water or molsfure can lead ;fa Some owners earl design professionals mistakenly behove tlffay can mak(; Me developmenl of severe molft Infesd.ahons, a nuffibei of mold prevenflon l contractors liable hof unanlidpated subsurface ccndftns by Ii01tirlg what stralegies locus on keeping building surfaces dry. While g,,amdwatef, wz - ) Meg provide for bid preparalion.To help prevent coslly problems,give con- ler infihrahon, and similar issues may have bcen addressed as part of the 1 traclors Che conlplefe geotechnical engineering report. N prefarE d wlih a geolechnieal engineennp study whose findings a;e conveyed in-Pal's report, f Cclearly wrilten leller of tiansrriihal.In[hat ldter.advise eenlraclors lhal the =he geotecflnical eneineef in charge of"his projeor is not a mold prevention report was not prepared lar purposes of bid developmenl and Thal the report's consultanh none of the seruices pertorrned In connection with G acorufacy is l9 ailed;ericoumge ahem I:o confer with the geeleclulical egineer the geotechrricel endiire�e�r's study were designed err conducted who prepared,he reporl(a nnodesA lee may he rccliked)and/or to conducl ad- for the purpose of mold prevention. PPoper implementation of dihonal sl-idly to obtain the specific types of inlofrllalion they need or prefer: the recommendations conveyed in this report will not of itself A prebld confi re ice can also be valuable. 8e shire contractors hij,.`Y 5faMOerfl he sufficient to prevent mold from browing in or on the stroc- Pime 10 perforfv addilioraal study.Only then mighl ymu be in a posilion to give tare inuolved. cntraclors the lest inlormalion available to yof:, +Fhilfa requiring 1,10, to al lead share some of the linanrial responsibilities sterrinninvg from unanffc,i- Rely on Your ASFE-MembeP Geotechnical paled condition_ Engineer For Additional Assistance I Meembefsnip in ASFUTne Eel Proplex on Earth exposes geote-chnical engi- " Road Responsibility Provisions Closely frer..o wide array of risk niarragr;9rient kerhnirluaes t11a1 can be(A genuine Some;clients design professionals,Am. do araC that nen.:ail ler everyone involved with a cnnstrur,101] eloped. (Anfefwith yarif geotechnical engineering is far less exact lhan other engineering disciplines. ASH-murnber gWechmcal engineer for more inlorinaPlon. This lack of underslaodlna has crualed unreallstir p.xp(tdatlon Thal have led � ASFE The Best FeWe en farlh 8811 Galesville Road/Suite G1061 Silver Spring, VD 20919 Telephone:'301/565-2733 Pacsnile:301/589-2317 e-mail:inlo@asfe org www.asle.org Copyright 2004 by ASFE,,Inc 04 jplicalrpn,reprpduclrort,or copying of this docurnenl.in whtale Or in part,by any r silos whalsoaver.is St001Y prtibibded,excepl with ASFR spec+lic written per:mrssian.Exrerptirrg;quohog,Or olporww exrrading wording barn this document is permitted only MM theVxpress written permission of ASFf„and only to(purposes of scholrariy research or book rewevw.Only members of AVE may use this docunaeot as a cornplawd 10 0(as an element ora yBolechnical engmccring rewn.Any otherfthin. individual,or other entity/hal sn uses this dorumenl wirhoid being mASF{rirerrrbercould tie co mnitling negligent or odea omli(frawAfteni)rrpasropleseealallorf, IIGER05'045-UVI r► ...........- — ................... ........................... 97 -4U10-pl" J 0 00 ........................ cy A rli tai vVe V V wpe A �,j ............... k", �x Aj,V F it .. .................... & Nr 'r C. 01i 0�1 ,g ge) A' M%�/W, k'AR,1,11iy4f Q/', j1111RIM, M0 ," , M, vre Aw, CD V 7, ti 7 ce) C) al IF 0, pv7 w. (4 A, Tw, 49, 0) 03 C) cW CP 04 P -77773- 67i- C) 77-41�-2��68'- 076-�41 Name: GLENS FALLS Location: 0413® 17'50.1" N 073'40'50.3" VV Date: 12/22/11'5 Caption: HOLIDAY INN EXPRESS HOTEL Scale: I inch equals 666 feet QUEENSBURY, NEW YORK FDE-15-255 Copyright(G)1997,Maptech,Inc. d � r V1nrt,Y U.' 10,n dui k 5 "7r AV wM� r ,, kranid�Vdrir�'^rc wa � .ri' � � ��,Vsr�r� .�nuroAw�udm 'Vuurmw,�urt�"'� � r x „w w rmuy, " I dim SITE s'"rvna�,yuou;V; �r�� `�nadn� RfA n r WV7�ti"��rv,^M w:�,wsi _� ✓nm+ur �,rruwmvrrnz�w„ r V ,r,: 9 ' �'/ V'w" (�SSi Y »,,,. `r I' r 4Y, d � '"O�ixe�'V 9 ° r q ✓ m/rw m } i� �r� �rl�, V;r�` �N'.' " V➢a�nw, i(ua wroV`� hg�,y„y�f ......m ,.,. .... , II Y �(u u ff-, y& � l o r a 'SK �AiG'fuk&gaP��kl��(uyygf�� 4u Holiday Inn Express Hotel, Queensbury, New York 1897 PPENDI T v: Y J +g V 3+4 e I a a'�• c � °' Y � r a z�� ids" 7 W� 2x1�� ,x�� ym�� a a R z ��- h � i n P 1 T j �' r a g d �� ry a E ti 1° go �,� 4 .x ., a�"` e; e.¢E ,� , � .�, mv� At .., m .Ye „ a r� MINHAk IIJ:f7a5 I ea w s �r;YCa 2I fJ I Illy, w U1111H E HCINEA p l r�Ivw k � i ry ry � x r j e s s 7 ' C�1lfIS<Id�dN hI'rlhf f; V l HfINenv J,KOA'HgA +q — _ — I z � w k 4 , I ' °7CLriI,fAG k � Az jul d ' 7 _ I 1 ` f �Irl,',JgAH (4.YS''kRI ERIOlIU f i APPENDIX INTERPRETATION OF SUBSURFACE LOGS The Subsurface Logs present observations and the results of tests performed in the field by the Driller,Technicians,Geologists and Geotechnical Engineers as noted. Soil/Rock Classifications are made visually,unless otherwise noted,on a portion of the materials recovered through the sampling process and may not necessarily be representative of the materials between sampling intervals or locations. The following defines some of the terms utilized in the preparation of the Subsurface Logs. SOIL CLASSIFICATIONS Soil Classifications are visual descriptions on the basis of the Unified Soil Classification ASTM D-2487 and USSR,1973with additional comments by weight of constituents by BUHRMASTER. The soil density or consistency is based on the penetration resistance determined by ASTM METHOD D1586. Soil Moisture of the recovered materials is described as DRY,MOIST,WET or SATURATED. SIZE DESCRIPTION RELATIVE DENSITYICONSIS ENCY (basis ASTM D1586) SOIL TYPE PARTICLE SIZE GRANULAR SOIL — COHESI'V'E SOIL BOULDER > 12 DENSITY BLOWSIFT. CONSISTENCY BLOWSIFT. COBBLE 3"-12" LOOSE < 10 VERY SOFT 3 GRAVEL-COARSE 3" -3/4" FIRM 11 - 30 SOFT 4 5 GRAVEL - FINE 3/4" - #4 COMPACT 31 - 50 MEDIUM 6 15 SAND-COARSE #4 - #10 VERY COMPACT 50+ STIFF 16 - 25 SAND-MEDIUM #10 - #40 HARD 25 + SAND-FINE #40 - #200 SILT/NONPLASTIC < #200 CLAY/PLASTIC < #200 SOIL STRUCTURE RELATIVE PROPORTION OF SOIL TYPES STRUCTURE DESCRIPTION DESCRIPTION % OF SAMPLE BY WEIGHT LAYER 6"THICK OR GREATER AND, 35 - 50 SEAM 6"THICK OR LESS SOME 20 - 35 PARTING LESS THAN 1/4"'THICK LITTLE 10 - 20 VARVED UNIFORM HORIZONTAL TRACE LESS THAN 10 PARTINGS OR SEAMS Note that the classification of soils or soil'like materials is subject to the limitations imposed by the size of the sampler,the size of the sample and its degree of disturbance and moisture. ROCK CLASSIFICATIONS Rock Classifications are visual descriptions on the basis of the Driller's, Technician's, Geologist's or Geotechnical Engineer's observations of the coring activity and the recovered samples applying the following classifications. CLASSIFICATION TERM DESCRIPTION VERY HARD NOT SCRATCHED BY KNIFE HARD SCRATCHED WITH DIFFICULTY MEDIUM HARD SCRATCHED EASILY SOFT SCRATCHED WITH FINGERNAIL VERY WEATHERED DISINTEGRATED WITH NUMEROUS SOIL SEAM WEATHERED SLIGHT DISINTEGRATION,STAINING,NO SEAMS SOUND NO EVIDENCE OF ABOVE MASSIVE ROCK LAYER GREATER THAN 36"THICK THICK BEDDED ROCK LAYER 12"-36" BEDDED ROCK LAYER 4"-12" THIN RF-DDFD ROCK LAYER 1 4" LAMINATED ROCK LAYER LESS THAN I" H FRACTURES NATURAL BREAKS AT SOME ANGLE TO BEDS_ Core sample recovery is expressed as percent recovered of total sampled. The ROCK QUALITY DESIGNATION(RQD)is the total length of core sample pieces exceeding 4"length divided by the total core sample length for N size cored. GENERAL 0 Soil'and Rock classifications are made visually on samples recovered. The presence of Gravel,Cobbles and Boulders will influence sample recovery classification density/consistency determination. 0 Groundwater,if encountered,was measured and its depth recorded at the time and under the conditions as noted. 0 Topsoil or pavements,if present,were measured and recorded at the time and under the conditions as noted. 0 Stratification Lines are approximate boundaries between soil types. These transitions may be gradual or distinct and:are approximated. DENTE ENGINEERING, P.C. [SUBSURFACE LOG B-1 PROJECT: Holiday Inn Express Hotel I START: 12117/15 1 FINISH: 12117115 LOCATION: Queensbury, New York METHODS: 2 114" Hollow Stem Augers, ASTM CLIENT: Switchco, LLC D1585 Drilling Methods with Auto Hammer JC.1B NUMBER: FDE-15-255 SURFACE ELEVATION: DRILL TYPE: CME 55 CLASSIFICATION: O.Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION l OBSERVATIONS DEPTH # 61, 12,, 181, 24" N 6"To soil 1 1 2 Brown Fine SAND, trace silt (MOIST) 3 3 5 5" 2 4 5 Grades Light Brown/Gray F-M SAND, trace 7 12 silt 10, 3 4 7 Grade's Brown F-C SAND, trace silt 8 15 151 Grades Brown F-M SAND, trace gravel and 4 5 8 silt (MOIST, LOOSE TO FIRM) 13 21 End of boring 16.5' depth.. 20, Groundwater was not present within auger casings upon completion of borehole. 25 347" DENTE ENGINEERING, P.G. SUBSURFACE LOG B-2. PROJECT: Holiday Inn Express Hotel =DATE START: 12117115 FINISH: 12117115 LOCATION: Queensbury, New York METHODS: 2 114" Hollow Stem Augers, ASTM CLIENT: Switchco, LLC D1586 Drilling Methods with Auto Hammer JOB NUMBER: FDE-15-255 SURFACE ELEVATION: DRILL TYPE: CME 55 CLASSIFICATION: O.Burns SAMPLE. BLOWS ON SAMPLER CLASSIFICATION I OBSERVATIONS DEPTH # s° 12„ 181, 24" N +1-8°"Topsoil 1 WH 1 Brown F-M SAND, trace silt (MOIST) 1 2 2 5 2 4 4 Grades Light Brown/Gray Fine SAND, trace 9 silt 10, 4 1 7 Grades Brown F-C SAND, trace silt 10 17 Grades Brown F-M SAND, trace silt 15 4 7 1 8 (MOIST, LOOSE TO, FIRM) 9 17 End of boring 16.5" depth. 2C1" Groundwater was not present within auger casings upon completion of borehole. 25' 30' DENTE ENGINEERING, P.c. sUBSURFACE LOG B-4 PROJECT: Holiday Inn Express Hotel CRATE sTART: 12117115 Fm..; 12117/115 LOCATION: Queensbury, New York METHODS: 2 114" Hollow Stem,Augers, ASTM CLIENT: Switchco, LLC D1586 Drilling Methods with Auto Hammer JOB NUMBER: 1=DE-15-255 SURFACE ELEVATION:. DRILL TYPE: CME 55 CLASSIFICATION: G.Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION 1 OBSERVATIONS DEPTH ## 6" 12" 18" 24" N 1-7"Topsoil! 1 WH 1 Brown F-M SAND, trace Silt (MOIST) 1 2 t 5 2 4 5 Grades Light Brown/Gray 6 11 10,E 4 6 j Grades Little Coarse Sand 7 1.3 15' 4 7 1 9 (MOIST, LOOSE TO FIRM) 10 19 End of boring 16.5' depth. 29 Groundwater was not present within auger casings upon completion of borehole. 25' '' DENTE ENGINEERING9 P.C. � SUBSURFACE LOG B-5 PROJECT: Holiday Inn Express Hotel DATE I sTART; 12/16/15 I FINISK LOCATION: Queensbury, New York METHODS: 2 1/4" Hollow Stem Augers, ASTM CLIENT: Switchco, LLC D1 58,6 Drilling Methods with Auto Hammer B NUMBER: FDE-1 5-255 SURFACE ELEVATION: DRILL TYPE: CIVIE 55 CLASSIFICATION: O.Burns I SAMPLE BLOWS ON SAMPLER CLASSIFICATION/OBSERVATIONS DEPTH # 6" 12" 181, 24" N +/- 10"Topsoil I WH I Brown F-M SAND, trace silt (MO�IST) 2 2 3 5F 2 4 4 Grades Little Coarse Sand 6 10 10, 3 4 5 1 Grades Brown F-C SAND, trace silt 7 12 15' — Grades Light Brown/Gray Fine SAND, trace 4 3 10 silt (MOIST, LOOSE TO FIRM) 9 19 End of boring 16.5' depth. 20' Groundwater was not present within, auger casings upon completion of borehole. 25' J L3 DENTE ENGINEERING, =p.C. =SUBSURFACE LOG B-6 PROJECT: Holiday Inn Express Hotel DATE I START: 12/16/15 1 nNISH: 12/16115 LOCATION: Queensbury, New York METHODS: 2 1/4" Hollow Stem Augers, ASTM CLIENT: Switchco, LLC DI 686 Drilling Methods with Auto Hammer BER: FDE-15-255 SURFACE ELEVATION: DRILL TYPE: CIVIE 55 CLASSIFICATION: O.Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION I OBSERVATIONS DEPTH # 6" 12" 181� N 24" +/- 101"Topsoil 1 1 1 Brown F-M SAND, trace silt (MOIST) 2 3 3 51 2 5 5 Similar with trace coarse sand 6 11 10, 3 3 5 6 11 15' ,4 3 6 11 17 20' — 5 2 1 4 Similar with trace coarse sand, Grades 6 10 (WET) 25' — 6 1 3 2 3 5 30' DENTE ENGINEERING, p--cEU SURFACE LOG B-6 cortin. PROJECT: Holiday Inn Express Hotel BATE I START: 12116/15 FINISK 12/16/15 -LOCATION': QLIleensbury, New York METHODS: 2 114" Hallow Stem Angers, ASTM CLIENT: Switch,co, LLC D1586 Drilling Methods with Auto Hammer J NUMBER: FDE-15-255 SURFACE ELEVATION: BRILL TYPE: CME 55 CLASSIFICATION: C ,Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION 1 OBSERVATIONS DEPTH # 6" 12" 1$1, 24" N 7 3 7 Brown F-M SAND, trace Silt 13 20 35' 8 3 6 10 16 40' 9 5 7 12 19 45" 10 3 3 4 7 50' 11 3 6 (M'OIST TO WET, LOOSE AND FIRM) 12 18 End of boring 51.5' depth. 55' Groundwater measured at 18.3' depth within auger casings upon completion of borehole. 2 feet of running Stand was present within the borehole after Sample#'7, while 2.5 feet was noted after Samples #8 and 9. 60' DENT' ENGINEERING, P'.G. StJ SURFACE LOG 1-1 PROJECT: Holiday Inn Express Hotel DATEsR 12B1611 EeE : 12/16I15 LOCATION: Queensbury, New York METHODS: 2 1/4" Hallow Stern Augers, ASTM CLIENT: Switchco, LLC D1586 Drilling Methods with Auto Hammer J0B NUMBER: FDE-15-255 SURFACE ELEVATION: DRILL TYPE: CME 55 CLASSIFICATION: O.Burns SAMPLE SLOWS ON SAMPLER CLASSIFICATION f OBSERVATIONS DEPTH # 5" 12" 18" 24" N 1 3 4 Brown F-M SAND, trace coarse sand and 5' 5 5 9 silt (II GIST) 2 4 4 Similar with Little Mottling 5 5 9 (MOIST, LOOSE) End of boring 7.0` depth. 10" 15 20" 25' 301' DENTE ENGINEERING, =p.C. =SUBSURFACE LOG 1-2 PROJECT: Holiday Inn Express Hotel DATE START: 12/16/15 1 RNISM: 12/16/15 LOCATION: Queensbury„ New York METHODS:: 2 1/4°" HolPow Stern Augers, ASTM CLIENT: Switchco, LLC ©1586 Drilling Methods with Auto Hammer JOB NUMBER: FDE-15-255 SURFACE ELEVATION: DRILL TYPE: CME 55 CLASSIFICATION: Q.Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION l OBSERVATIONS DEPTH # 6" 12" 18" 24" N 1 3 3 Brown Fine SAND, trace silt (MOIST) 3 4 6 5' 4 5 Grades Some Coarse Sand, Little Gravel 7 8 12 (MOIST, LOOSE TO FIRM) End of boring 7.0' depth. 10' 15` i 20' 25' s 30' CIENTE ENGINEERING, P.G. SUBSURFACE LOG I-3 PROJECT: Holiday Inn Express Hotel DATE I START: 12116115 FINISH. 12116115 LOCATION: Queensbury, New York METHODS: 2 114" Ho low Stem Augers, ASTM CLIENT: Switchco, LLC D1585 Drilling Methods with Auto Hammer JCB NUIVIBER: FDE-15--255 SURFACE ELEVATION: DRILL TYKE: CME 55 CLASSIFICATION: O.Burns SAMPLE BLC}'I±ItS CAN SAMPLER CLASSIFICATION P OBSERVATIO DEPTH #I 6" 12" 18" 24" N 5" 1 4 4 1 Brawn l"-C SAND, Little Gravel, trace silt 7 7 11 (MOIST) 2 5 6 Grades Brawn F-M SAND, Some Coarse 7 10 13 Sand, Little Gravel, trace silt (MOIST, FIRM) 10, End of boring 9.00' depth. 15' 20' 25' 0' DENTE ENGINEERING =p.C. [SUBSURFACE LOG IW4 PROJECT: Holiday Inn Express Hotel GATE I START: 12/16/15 1 FINISH: 12/16/15 LOCATION: Queensbury, New York METHODS: 2 1/4" Hollow Stern Augers, ASTM CLIENT: Switchco, LLC 611586 Drilling Methods with Aute Hammer JAB NUMBER: FDE-15-2:55 SURFACE ELEVATION: GRILL TYPE: CME 55 CLASSIFICATION: O.Burns SAMPLE BLOWS ON SAMPLER CLASSIFICATION 1 OBSERVATIONS DEPTH # 61, 12" 18" 24" N 1 4 4 Gray Fine SAND, trace silt I 5, 5 6 9 2 6 6 9 7 15 (MOIST', LOOSE TO FIRM) Encu of baring 7.9" depth. 10, 15" 20' 25' 13.0' M APPENDIX JfG f rF r1 r y it W d'. ALBANY AREA B13N FA4.g'y y: i ry ".51144 BmFadway PO Box 4,82 W!ftgewft NY 1 2189 OmCeacrd Psrk !ANY 144 2 ,+ov e 518-266-0310 Vrke 716-649-9474 tJ ij, 1 II :, L R 1 Fax, 518-266-9238 Fax 71b-648-3521 INFILTRATION TEST RESULTS PROJECT: Holiday Inn Express Hotel PROJECTNO. FDE-15-255 I�RC)JECT LOCATION: Queensbury, New Fork TEST DATE:. 12/18115 WEATHER: TESTER: S.LoiselledS.Morey Test Test Depth Trial No. Water Drop Elapsed,Time Infiltration Rate Location (fleet) (inches) (hours) (inchesihour) 1-1 3.0 1 1 24.0 0.97 24.7 2 21.0 1.00 21.0 3 15.0 1.00 10.0 4 15.0 1.00 15.0 Average infiltration rate for four trials was 18.9 inches per hour. Infiltration rate of final trial was 15.0 inches per hour. 1-2 3.0 1 24.0 0.40 60.0 2 24.0 0.57 42.1 3 24.0 0.57 42.1 4 24,0 0.57 42,1 Average infiltration rate for four trials was 46.6 inches per hour. Infiltration rate of final trial was 42.1 inches per hour. Notes: (1) Testing was conducted in general accord with the"Infiltration Testing Requirements"contained in Appendix D of the New Fork State Management Design Manual. (2) Test pipes were installed in boreholes made adjacent to test borings 1-1 and 1-2. SOIL CLASSIFICATION AT TEST DEPTH Test Location 1-1: Brown F-M SAND, trace coarse sand and silt Test Location 1-2: Brown Fine SAND, trace silt wvww dgecr'u:e-enggii i4.e�ni g caurn 1, '0 '? I,, 7 ALBANY AF,EA BUFFALO AREA WW�+' et N 11199, Dch�aW P aik NY 14127 Vdce, 518-266-03,10 Voice 71(,i 6111-94 p4 is Fax 516-2166-9238, Fax 716.648-3521 INFILTRATION TEST RESULTS PROJECT: Holiday Inn Express Hotel PROJECT NO. FQE-15-255 PRC?JEGT LOCATION. Queensbury, New York TEST DATE: 12/18/15 WEATHER: I TESTER: S.LoiselileOS.Morey Test Test Depth Trial No. Water Drop Elapsed Time Infiltration Rate Location (feet) (inches) (hours) (inchesthour) 1-3 7.0 1 24.0 0.68 35.3 2 24.0 01.95 25.3 3 24,0 0.98 1 24.5 4 24.0 0.95 25.3 Average infiltration rate for four trials was 27.6 inches per hour. Infiltration rate of final trial was 25.3 inches per hour. 1-4 3.0 1 14.5 1.00 14.5 'i 2 10.5 i 1,00 10.5 3 10.0 1.00 10.0 4 9.0 1.00 1 9.0 Average infiltration rate for four trials was 11.0 inches per hour. Infiltration rate of final trial was 9.0 inches per hour. Notes: (1) Testing was conducted in general accord with the"Infiltration Testing Requirements" contained in Appendix D of the New York State Management Design Manual. (2) Test pipes were installed in boreholes made adjacent to test bearings 1-3 and 1-4. SOIL CLASSIFICATION AT TEST DEPTH Test.Location 1-3: Brawn F-M SAND, Some Coarse Sand, Little Gravel, trace silt Test Location 1-4: Gray Fine SAND, trace silt Aum denl,e r ragn3synng Cow APPENDIX E View northeast from 1-1 l !l l View southeast from the area of 1-2 ijill ue Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses.The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads.Clayey orwet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is ajoint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture(USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation,genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Warren County, New York..............................................................................12 OaA—Oakville loamy fine sand, 0 to 3 percent slopes...............................12 References............................................................................................................14 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock.They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently,soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Z Z - OJ - 00OS6Lb 0b6b6Lb 088b6Lb OZ8b6Lb 09Lb6Lb OaV61b 009b61b M„6£Ab oEC M„6£,Ob o£C r ar��m"�M raru,uii,r,<lN�,,,iarrrr�- � e!�/rrra R r�u iV4m r a , m r2 >m7rr c% O1I/ 0r10u0pr/ry�jirr rNnir,v., ��'� O y //191196 YJy `o 0 0 n � 0 0 f � Q 0o il/ L O :3 Q Q Co w co Q U Ln C7 E o 0 0 z 0 Q � N O U �o� o Ln td CT Ln o O Ln � x O � C 0 6 $ o^ 8 � o 1. r,r aril ti o Y a a Z iiijc 00OS6Lb Ob6b6Lb OM76Lb OM76Lb 09Lb6Lb 00Lb6Lb Ob9b6Lb z z a a w w O O) O O O) (6 O O C W = w y p w — C O 3 O O U w � N U) N y U y U � N 0 w y w p u) m m (U 2i C p) O p L N y p y 3 O O (U O_ m U '6 w O O O O U U U m w '6 y 3 0 w m O O w U y E U) y w 6 y E U N = O_ 7 0 '6 7 '`� U) O O Q O U U) '6 w O_ O m E m U m o N w O U (U U) -0 O 0 w m °� T(? m U) U Y U) E — s o w w o `o U) E m a) U) N wC7 os � � � � � vii a o m E o o_ � a ami � Z 3 vi U) o � o 0 p (u 'Q ayi E E U .—n w UM) (cu: 2 o s Z N o N m Q m v m m y N `o U ami m o_ c w U) 3 U) E m U o m U a) owQ _ m o_ N O O w o m ' w vi U rn >+ > U O m 7 m O m O_ LL w w � � o c U) (u(1) " m O _ m o Elm w 'Fs O a) Q o .o w 2 o U y Q w m E 0 U) U) CL o c -) -0 o aac) 0 mami c� a) w Q o _0 � � N � � m o a) y Q m m J O C N N -0 (n w C m E m o m > -0 Z D E � o_a $ m ac) =_ m o o m E E m a) w °) m m U) w y m m o s > J s m rn a) > w w y U o rn a) w m m o o > 0 0 o w m m U) m ~_ o O ami 3 U m voi a m '� m = m U w N U T E U °? E m w 2 a) o m y E m o — m O so � .o Q Q m O -0 -0 w w m o o w ' o 3 T m s a) voi 'E v°)i v'i U o y c N 2 o_ a) U w E y o .Q a) a) m U w m m o o_.a? w U y > = L = m °) a) E m H w E Q U) d E u) U Q Q v H u) in u) `o H v . 0 0_ a� a) U L 0 NN� 'L.1. VJ d y E C N Q L 0 CL O w U L 7 a y C>. a) � 2 y -yo a O U 0' O O J N w w 0 0 L Q CL m E a 0 a U) w U N f/) y Q' O Fu .O CL O L w y _ U U) 6 > O u) � (n O J .a Q 0 R r �p w 2 Z III&�P `"' 4e'', ,<1 LL 0. O c w D Y W � R R R W CLJ y o y Q Q Q ay oU) o o N QCL 0 2 a > > > ao 00a) = w LU o `o o o a ) >n Ua)O Q Ow 3T > LL O LL o w > Q a M w a) v Y w a y o 0 0 o o a o y w o m a w 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 R l Q d'� �P�m;`N n y''' �000iill I''@�. MW *v tiuii rpM� dl'"fpi""Ve o0 O ® y T Q y Custom Soil Resource Report Map Unit Legend Warren County,New York(NY113) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI OaA Oakville loamy fine sand,0 to 3 16.6 100.0% percent slopes Totals for Area of Interest 16.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits forthe properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,ordissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complexthat it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but ratherto separate the landscape into Iandforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 10 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Warren County, New York OaA—Oakville loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9xxc Elevation: 600 to 1,200 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Oakville and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 -0 to 8 inches: loamy fine sand H2-8 to 27 inches: sand H3-27 to 60 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Minor Components Tioga Percent of map unit. 4 percent Hinckley Percent of map unit. 3 percent 12 Custom Soil Resource Report Elnora Percent of map unit: 3 percent 13 References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006.Field indicators of hydricsoils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/nres/detail/national/soils/?cid=n res142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepastu re/?cid=stelprdb1043084 14 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States,the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/n res/detail/national/soils/? cid=n res 142 p2_05 3624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 15 G. CONSTRUCTION DRAWINGS