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22-936_Arcuri-SCR-8-12-22 STORMWATER CONTROL REPORT Arcuri Single Family Residence Knox Road Queensbury, NY 12845 August 3, 2022 ************************ OWNER: John and Kathryn Arcuri 2 West Ave Apt. 409, Saratoga NY, 12866 CONTRACTOR: To be determined PREPARED BY: SRA Engineers 453 Dixon Rd., Bldg. 3, Ste. 7 Queensbury, NY 12804 (518) 761-0417 SRA Project # 22-936 i Executive Summary SRA Engineers has prepared this Stormwater Control Report (SCR) in accordance with the Queensbury Stormwater Management Ordinance (Chapter 147). This report was completed for the development of a new single-family residence and the disturbance of more than 15,000 square feet, on a currently undeveloped parcel located along Knox Road on Assembly Point that is owned by John and Kathryn Arcuri. This SCR is intended to meet the requirements for a Stormwater Pollution Prevention Plan (SWPPP) in accordance with section 147-8 of the Queensbury Town Code. This report demonstrates how the proposed Stormwater Treatment Practices (STPs) will control increased runoff due to new impervious surfaces created at the site as a result of the project. A proposed sedimentation basin and infiltration basin on the front side of the property will treat the runoff from the driveway and west side of the roof of the new house. A proposed rain garden on the rear side of the property will treat the west side roof runoff. This report demonstrates that the volume of runoff generated during the 10-year storm interval will not increase post-construction as compared to existing conditions and the rate of runoff generated during the 25-year storm interval will not increase post-construction as compared to existing conditions. The report also identifies temporary erosion and sediment control measures that shall be implemented during construction. ii TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION .............................................................................................. 1 2.0 DESCRIPTION OF EXISTING SOILS ............................................................................. 2 3.0 POLLUTION PREVENTION MEASURES ....................................................................... 2 4.0 SEDIMENT AND EROSION CONTROLS ....................................................................... 2 5.0 CONSTRUCTION PHASING ........................................................................................... 3 6.0 PERMANENT STORMWATER CONTROLS ................................................................... 3 7.0 MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM .................................... 5 8.0 CERTIFICATION ............................................................................................................. 6 LIST OF APPENDICIES: Appendix A: Site Location Map Appendix B: Stormwater Site Plan Appendix C: Subcatchment Maps Appendix D: Stormwater Calculations Appendix E: Stormwater Maintenance Agreement 1 1.0 PROJECT DESCRIPTION This Stormwater Control Report (SCR) has been prepared by SRA Engineers on behalf of the property owner, John and Kathryn Arcuri, in accordance with the Queensbury Stormwater Management Ordinance (Chapter 147). The Project involves the development of a new single- family residential property. The classification of the project is a Major Stormwater Project due to the proposed disturbance area of more than 15,000 square feet (approximately 20,842 square feet). This SCR is intended to meet the requirements for a Stormwater Pollution Prevention Plan (SWPPP) in accordance with section 147-8 of Queensbury Code. The subject property is a 1.31-acre parcel in the Waterfront Residential zoning district in the Town of Queensbury, NY on the southwest side of Assembly Point, along Knox Road, approximately 1,100 feet from the intersection with Assembly Point Road. The site is located approximately 250 feet from the shoreline of Lake George. The parcel is not located on the water front. The existing site (Tax Map I.D. 239.7-1-42) is primarily wooded with a small clearing where a utility pole is located. The site slopes generally from north east to south west with slopes ranging from 3%-15%. On the south east portion of the site there is a short steep drop to a low area with downed trees and woods. The site is located near a high point of the surrounding topography such that approximately half of the site drains to the low area to the south east and the other half drains to the south west to Knox Road. There are no streams or wetlands on site. The receiving body of stormwater from the site is Lake George. The surrounding properties are mostly privately held residential lots with only some properties being developed. A location map showing the surrounding area is in Appendix A. The project will involve a total site disturbance of approximately 21,538 square feet of the site. A new 2,783 square foot house will be constructed approximately 124 feet from the front property line and approximately 30 feet from the north side property line. The project will also include a new drilled well, on-site wastewater disposal system, landscaping, driveway, and associated improvements. The well will be in a designated area on the northern portion of the site where it will meet all separation requirements. The wastewater disposal system will be a raised trench disposal field with gravity distribution roughly 46 feet west of the new house. The driveway will be approximately 152 feet long off Knox Road and will result in roughly 2,496 square feet of impervious surface. The site development will result in a total of 6,160 square feet of new impervious surface. Proposed permanent stormwater treatment systems for the new developed site will consist of a sedimentation basin, infiltration basin and rain garden to treat the pollutants and runoff coming from the new impervious areas. These basins will be built to the east and west of the house and roof gutters on the proposed building will have downspouts to direct stormwater into these basins. Since the area of disturbance is smaller than 1 acre and this is a single-family house it was deemed that a New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) permit is not necessary. The site will have over 1,000 square feet of impervious surface after construction, so a stormwater permit from the Town of Queensbury is necessary. The site layout was designed in an attempt to minimize tree removal and site disturbance. 2 2.0 DESCRIPTION OF EXISTING SOILS The Web Soil Survey obtained from the Natural Resource Conservation Service (NRCS) website, indicates the underlying soil type on the property to be a Charlton fine sandy loam with 3% to 8% slopes. The Charlton series is hydrological group “B” and is characterized as a well- drained drainage class, resulting in low runoff potential. Multiple test pits, percolation tests and an infiltration test were conducted on site in order to characterize subsurface conditions and evaluate potential locations for stormwater management practices as well as the wastewater treatment field. These test pits found similar soils at different site locations. Evidence of seasonal high groundwater was observed 35” below grade at the central portion of the site. The Southern portion of the site also has evidence of seasonal high groundwater observed 34” below grade. Two percolation tests were completed, one in the center of the site, and another to the south. These tests were conducted near the proposed location of the wastewater system. The slowest percolation rate was measured at 9 minutes and 30 seconds. Infiltration tests were performed roughly 2’ below existing grade near the proposed infiltration basin and rain garden with the slowest infiltration rate to be 25”/hr. Test pit, percolation test and infiltration test locations are shown on the plan (C-101) attached in Appendix B. 3.0 POLLUTION PREVENTION MEASURES Litter on site, including construction debris, shall be picked up each day and disposed of into solid waste containers. The contractor shall provide an approved secondary containment system for all fuel and petroleum temporarily stored on site. During the placement of concrete for the building foundation, measures will be taken to ensure that fresh concrete does not enter any defined drainage paths. A concrete washout area shall be utilized in accordance with the design drawings. 4.0 SEDIMENT AND EROSION CONTROLS All sediment and erosion controls shall be installed in accordance with the New York State Department of Conservation (NYSDEC) “New York State Standards and Specifications for Erosion and Sediment Control” (Blue Book). Silt fence or compost silt sock shall be placed downslope from all disturbed areas to prevent sediment laden runoff from leaving the site. The stabilized construction entrance shall be located at the new driveway entrance on the north-west side of the site. 3 5.0 CONSTRUCTION PHASING Silt fence shall be installed in accordance with the construction drawings prior to any disturbance of the existing ground surface. Immediately following the silt fence installation, a stabilized construction entrance consisting of crushed stone and geotextile stabilization fabric shall be installed as shown on the construction drawings. The project is planned to be completed in one phase. Silt fencing should remain in place and maintained until all disturbed areas are stabilized and vegetation has taken hold. 6.0 PERMANENT STORMWATER CONTROLS Permanent stormwater controls were designed to store runoff and attenuate peak site discharge rates while preventing the release of pollutants to surface waters by means of sedimentation and infiltration. The peak discharge rates and total volumes were evaluated using computer modeling and were sized to a reduce both peak rate and volume to level equal to or less than existing site discharge rates and volumes. In order to complete this model four key pieces of information are required; design points, design storm events, curve numbers and time of concentration. Two design points were used for this site; one located to the south west, towards Knox Road and the other to the south east, to a low area. Design storm events were assumed to be customized storm curves based upon Extreme Precipitation Data in New York & New England available through a joint collaboration between the Northeast Regional Climate Center and Natural Resources Conservation Service. The rainfall distribution curve is a synthetic curve generated using location specific data that most closely resembles a Type II Curve. The rainfall magnitudes are summarized in the following table: TABLE 1: RAINFALL MAGNITUDES Storm Event 10-year 25-year 50-year 100-year Magnitude (in.) 3.51 4.26 4.94 5.72 Based on the classification of soils as hydrologic group B in the proposed construction areas combined with knowledge of the soils gathered from test pits, the following curve numbers were determined in the hydrologic analyses based on land cover type: TABLE 2: CURVE NUMBERS Land Cover Type Curve Number 50% - 75% Grass Cover, Fair, HSG B CN 69 Paved Parking, HSG B CN 98 Roofs, HSG B CN 98 Woods, Good, HSG B CN 55 Pasture/grassland/range, Good, HSG B CN 61 4 The time of concentration for each subcatchment was determined by hand utilizing the existing survey, Lidar and the final site plans to determine where surface runoff would flow and how fast based on surface type and slope. The runoff rates were modeled using HydroCAD version 10.10-5a software which calculates runoff based on the modified SCS TR-20 method. The site was divided into two subcatchments for the existing site and four subcatchments for the post-construction site. The existing subcatchments split the site to an eastern and western subcatchment. The eastern subcatchment ultimately directs runoff to the south east to Knox Road as Design Point #1 (1P in HydroCAD). The western subcatchment ultimately directs runoff to the low point to the south as Design Point #2 (2P in HydroCAD). The post construction subcatchments were determined based on the direction of flow for the runoff generated from the building, driveway and grassed portions of the site. The proposed subcatchments 1.1S and 2.2S include runoff from neighboring areas flowing onto the site and on-site runoff. The runoff is conveyed via a combination of sheet flow and shallow concentrated flow to the south to Design Point #1 and Design Point #2. Post construction subcatchment 1.2S includes the western portion of the roof of the new house as well as the driveway. The runoff in this subcatchment is directed via a combination of sheet flow and shallow concentrated flow to the western sedimentation basin (3.1P in the HydroCAD model). When the sedimentation basin overflows excess stormwater is directed into an infiltration basin (3P in the HydroCAD model) over a broad-crested weir. When the infiltration basin overflows it flows over another broad crested weir and then flows overland downhill through design point #1. Subcatchment 2.1S includes the eastern portion of the roof of the new house. Runoff from this area will be conveyed via a combination of sheet flow and shallow concentrated flow to the western rain garden (4P in the HydroCAD model). When the rain garden overflows excess stormwater is directed over a broad crested weir and then flows overland downhill through design point #2. Subcatchment 1.1S and 2.2S represent stormwater from off-site and on-site that is not treated. The Subcatchment Plans and HydroCAD Diagram are included in Appendices C and D. Peak off-site discharge rates for the 10-Year, 25-Year, 50-Year, and 100-Year storms for both existing as well as the post-construction conditions and are summarized in the following table. TABLE 3: PEAK OFF-SITE DISCHARGE Location 10-Year Storm (ft3/s) 25-Year Storm (ft3/s) 50-Year Storm (ft3/s) 100-Year Storm (ft3/s) Pre Post Pre Post Pre Post Pre Post Design Point #1 0.23 0.25 0.47 0.47 0.73 0.72 1.08 1.04 Design Point #2 0.48 0.48 0.81 0.80 1.15 1.23 1.58 1.68 5 Total runoff volumes for the 10-Year, 25-Year, 50-Year, and 100-Year storms for both assumed pristine conditions as well as the post-construction conditions and are summarized in the following table. TABLE 4: TOTAL RUNOFF VOLUMES Location 10-Year Storm (ft3) 25-Year Storm (ft3) 50-Year Storm (ft3) 100-Year Storm (ft3) Pre Post Pre Post Pre Post Pre Post Design Point #1 2,223 2,185 3,762 3,588 5,383 5,046 7,455 7,028 Design Point #2 3,684 3,636 5,690 5,558 7,713 7,599 10,218 10,142 Total 5,907 5,821 9,452 9,146 13,096 12,645 17,673 17,170 Table 4 indicates a decrease in the stormwater runoff volume throughout various storm events. It should also be noted that the discharge remains the same or decreases for the 25-years storm and varies throughout different storm events. As such we believe the design meets the requirements of the Queensbury Stormwater Management Ordinance. 7.0 MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM All silt fence shall be cleaned of sediment when roughly 2” of sediment has accumulated. The silt fence shall be repaired should there be any tears, gaps or downed sections of fence. The stone of the stabilized construction entrance shall be kept clean and replaced as necessary. The sedimentation basins should be cleaned of sediment and debris after roughly half of the design volume of the basin has been lost due to sediment build-up. All sediment and erosion control practices identified, and any additional measures taken should be inspected daily by the contractor for any issues that may impact the efficacy of the erosion and sediment controls. Any areas of soil restoration should have inspections for the first six months after any storm event greater than a half-inch. Any bare or eroding areas should be reseeded to assure grass stabilization. The seeded areas should be watered once every three days for the first month, and then provided a half inch of water per week during the first year, including rain events. Fertilization may be required in the fall. Make sure to plant the appropriate ground cover with deep roots and keep the areas free of vehicular and foot traffic. The sedimentation basin will be cleaned of all accumulated sediment at least once every five years or when the basin has lost half of its original storage volume. There is to be no sediment in the infiltration basin at any time and should there be sediment build-up a qualified professional should be contacted immediately. The basin should be kept 6 clean of leaves, grass clippings and other debris to help promote infiltration. At no point should there be any vehicular traffic or any loading that may compact the soils. Culverts should be kept clean of debris and sediment to help promote flow and should be inspected after any storm event that produces a flood or wind advisory or every 3 months. In addition to the maintenance of the stormwater practices described, the lawns and landscaped areas shall be maintained in good condition to prevent erosion. Any deteriorated areas of lawn shall be re-seeded, and a stable turf reestablished. Appendix E contains a Stormwater Control Facility Maintenance Agreement to be executed between the landowner and the Town of Queensbruy. 8.0 CERTIFICATION SWPPP Report Prepared by: Erik Sandblom, P.E. Anthony DeGregorio, E.I. Principal, SRA Assistant Engineer, SRA APPENDIX A Project Location Map SRA Project:22-936 Date:07/18/22 Drawing No.1 Scale:1:24,000 By:AMD John Arcuri Residence Queenbruy, New York Aerial Photograph ArcGIS: USGS USA Topo Map (2013) N O R T H 453 DIXON ROAD, SUITE 7, BLDG 3 QUEENSBURY, NY 12804 P: 518-761-0417 F:518-761-0513 SITE NYS ROUTE 9L APPENDIX B Stormwater Site Plan 3 6 0 3 6 5 3 5 8359 3613 62 3 6 3 3 6 4 36 6 36 7 W PT-101 TP-101 PT-102 TP-102 TP-103 W 10 0 ' D R I L L E D W E L L S E T B A C K 100' DRILLED WELL SETBACK (APPROX.) 100' D R I L L E D W E L L SET B A C K 37 0 3 7 5 36 8 36 9 3 7 1 3 7 2 3 7 3 3 7 4 3763 7 7 350355351352353354356357358360365370375 359361362363364366 367 368369371372373374376 350351352 353 354 369 357361366 357354353 IT-102 IT-101 364 365 365 W PT-101 TP-101 IT-101NORTH SHT. OF REV. DRAWING TITLE CLIENT NAME SCALE: DATE: PROJ. NO: DRAWN BY: ENG. BY: CHK'D BY: REVISIONS REV.DATE DESCRIPTION (518) 761-0417, FAX: (518) 761-0513 DRAWING NO. Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 AS SHOWN 8/2/2022 22-936 SRA AMD ES JOHN & KATHRYN ARCURI 2 WEST AVE. APT. 409 SRATOGA SPRINGS, NY 12866 C-100 1 4 A JOHN & KATHRYN ARCURI 46 KNOX RD. QUEENSBURY, NY 12845 EXISTING CONDITIONS & EROSION CONTROL PLANKNOX ROADEXIST. CLEARED PATH TAX MAP NO. 239.7-1-41 McGUIRE, THOMAS 1.97 ACRES TAX MAP NO. 239.7-1-42 ARCURI, JOHN EDWARD 1.31 ACRES TAX MAP NO. 239.7-1-43 WANAMAKER, JEAN 1.01 ACRES TAX MAP NO. 239.7-1-21.1 15 KNOX ROAD LLC 3.86 ACRES SITE PLAN 1"=20' UNITS: FEET 100 20 40 60 PROJECT LOCATION TEST PIT TP-101 0" TO 8"BROWN MEDIUM - FINE LOAMY SAND, LOSE, DRY, SOME ROOTS 8" TO 24"LIGHT BROWN/ORANGE MEDIUM SAND -SILT LOAM, FRIABLE, DRY, NO MOTTLES 24" TO 35"GRAY & BROWN SANDY SILT, FRIABLE TO FIRM, DRY, NO MOTTLES 35" TO 56"SILTY SANDY CLAY WITH GRAVEL & COBBLES, FRIABLE TO FIRM, MOTTLES @ 35" TEST PIT TP-102 0" TO 12"BROWN LOAMY SAND, LOSE, DRY, SOME ROOTS 12" TO 34"BROWN/ORANGE MEDIUM - FINE LOAMY SAND, FRIABLE, DRY, NO MOTTLES 34" TO 60"BROWN, ORANGE & GRAY FINE SILTY SAND, FRIABLE TO FIRM, DRY, MOTTLED TEST PIT TP-103 0" TO 30"MEDIUM SAND 30" TO 120" SILTY SAND, NO CLAY, SEVERAL COBBLES - BEDROCK NOT ENCOUNTERED. MOTTLES OBSERVED AT 50"-55" - DID NOT ENTER EXCAVATION. PERC. TEST PT-101 STABILIZED PERCOLATION RATE OF 9 MIN. 30 SEC./IN. TEST AT ±18" BELOW EXIST. GRADE. PERC. TEST PT-102 STABILIZED PERCOLATION RATE OF 9 MIN. 00 SEC./IN. TEST AT ±18" BELOW EXIST. GRADE. INFIL. TEST IT-101 STABILIZED INFILTRATION RATE OF 90 IN./HR. TEST AT ±24" BELOW EXIST. GRADE. INFIL. TEST IT-102 STABILIZED INFILTRATION RATE OF 25 IN./HR. TEST AT ±24" BELOW EXIST. GRADE. TEST PITS WERE WITNESSED AND EVALUATED BY SRA ENGINEERS ON JUNE 15, 2022. PERCOLATION TESTS WERE PERFORMED BY SRA ENGINEERS ON JUNE 15, 2022 TEST PIT AND PERCOLATION TEST LOG 1.BASE MAPPING DEVELOPED FROM "MAP OF A SURVEY MADE FOR JOHN & KATHRYN ARCURI," IN THE TOWN OF QUEENSBURY, WARREN COUNTY, NEW YORK BY VAN DUSEN & STEVES LAND SURVEYORS, DATED 4/27/2021, REVISED 5/25/2022. 2.REFER TO ORIGINAL SURVEY FOR ADDITIONAL NOTES. 3.THIS SHALL NOT BE USED AS A BOUNDARY OR CERTIFIED SURVEY OF THE PROPERTY. 4.TOPOGRAPHIC CONTOURS OUTSIDE OF THE PROPERTY BOUNDARIES WERE DEVELOPED FROM 10-METER CONTOURS FROM U.S. GEOLOGICAL SURVEY PROVIDED BY CORNELL UNIVERSITY GEOSPATIAL INFORMATION REPOSITORY (CUGIR), NEW YORK STATE GIS PROGRAM. SURVEY NOTES EXIST. MINOR CONT. EXIST. MAJOR CONT. PROP. CONTOUR PROPERTY LINE OVERHEAD UTILITY WIRE EDGE OF GRAVEL SETBACK SILT FENCE TEST PIT LOCATION PERC. TEST LOCATION INFILTRATION TEST LOCATION UTILITY POLE DRILLED WELL LOCATION PROP. BUILDING PROP. ASPHALT PROP. CONC. LEGEND IRON ROD FOUND/ CAPPED IRON ROD FOUND (TYP.) EXIST. UTILITY POLE TO BE REMOVED SILT FENCE (TYP.) SEE DETAIL, DWG C-501 STABILIZED CONSTRUCTION ENTRANCE. SEE DETAIL, DWG C-501 EROSION CONTROL NOTES 1.ACCORDING TO STATE AND LOCAL CODE, A STORMWATER PERMIT IS NOT REQUIRED IN ORDER TO CONSTRUCCT THE PROJECT AS DESIGNED. HOWEVER, THE CONTRACTOR SHALL FOLLOW ALL EROSION AND SEDIMENT CONTROL MEASURES CONTAINED IN THESE PLANS AND SHALL PREVENT THE DISCHARGE OF SEDIMENT FROM THE SITE. 2.ALL SILT FENCES AND THE STABILIZED CONSTRUCTION ENTRANCE, IF INDICATED, SHALL BE IN PLACED AT LOCATIONS INDICATED IN ACCORDANCE WITH THE DETAILS BEFORE COMMENCEMENT OF ANY DISTURBANCE OF EXISTING GROUND SURFACE. 3.ALL FINAL EXPOSED CUT AND FILL EARTHWORK SURFACES SHALL BE COVERED WITH MIN. 4" OF TOPSOIL, HYDROSEED PER SPECIFICATION, UNLESS NOTED TO BE COVERED BY PAVEMENT, OR STRUCTURES. 4.ALL AREAS UNWORKED FOR MORE THAN 14 DAYS MUST BE SEEDED WITH ANNUAL RYE GRASS AND PROTECTED WITH STRAW MULCH. 5.AFTER EVERY STORM EVENT IN EXCESS OF 1/2" RAINFALL, INSPECT ALL SILT FENCES. REMOVE ACCUMULATED MATERIAL, FILL ERODED AREAS AND RESET SILT FENCES. 6.ENCLOSE ALL STOCKPILES WITH SILT FENCE. 7.EROSION CONTROL MEASURES SHALL CONFORM WITH THE REQUIREMENTS OF NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL. 8.THE CONTRACTOR SHALL PROVIDE A DUMPSTER ON-SITE FOR DISPOSAL OF DEBRIS, GARBAGE AND LITTER. 9.THE CONTRACTOR SHALL PROVIDE AN APPROVED SECONDARY CONTAINMENT SYSTEM FOR ALL FUEL AND PETROLEUM PRODUCTS TEMPORARILY STORED ON THE SITE. 10.ALL SILT FENCES SHALL BE INSTALLED PRIOR TO DISTURBANCE OF EXISTING SITE FINISHES AND SHALL REMAIN IN PLACE UNTIL A STABLE GROWTH OF TURF IS ESTABLISHED. CONCRETE WASHOUT. SEE DETAIL, DWG C-501 LIMITS OF DISTURBANCE - TREE CUTTING SHALL BE LIMITED TO WITHIN THIS AREA STORMWATER SYSTEM NOTES 1.MAXIMUM DISTURBED SITE AREA FOR THIS PROJECT, WITHIN THE CONSTRUCTION LIMITS, ±17,085 SF. THE PROJECT IS THEREFORE A "MAJOR PROJECT" FOR STORMWATER DESIGN IN ACCORDANCE WITH THE TOWN OF QUEENSBURY STORMWATER ORDINANCE (CHAPTER 147) 2.INFILTRATION BASIN SEED MIX: VERMONT WET MEADOW AND DETENTION BASIN MIX OR EQUAL. SPECIES COMPOSITION: SWITCHGRASS (PANICUM VIRGATUM), VIRGINIA WILD RYE (ELYMUS VIRGINICUS), RED FESCUE (FESTUCA RUBRA), FOX SEDGE (CAREX VULPINOIDEA), WOOLGRASS (SCIRPUS CYPERINUS), GREEN BULRUSH (SCIRPUS ATROVIRENS), NODDING BUR-MARIGOLD (BIDENS CERNUA), BONESET (EUPATORIUM PERFOLIATUM), JOE-PYE WEED (EUPATORIADELPHUS MACULATUS), SOFT RUSH (JUNCUS EFFUSUS), SENSITIVE FERN (ONOCLEA SENSIBILIS), BLUE VERVAIN (VERBENA HASTATA), NEW ENGLAND ASTER (SYMPHYOTRICHUM NOVA-ANGLIAEA) APPLICATION RATE: 35 LBS/ACRE 3.INFILTRATION BASIN AND STILLING BASIN MAINTENANCE: PERIODICALLY MAINTAIN THE INFILTRATION BASIN, SWALES AND STILLING BASINS IN ACCORDANCE WITH THE FOLLOWING: -REMOVE ANY ACCUMULATED SEDIMENT, TRASH, AND DEBRIS -REMOVE DEAD VEGETATION, TRIM LIVE VEGETATION TO A MAXIMUM HEIGHT OF 12", AND REMOVE WEEDS. -REPAIR INLET EROSION / DAMAGE -LOOSEN, AERATE, OR REPLACE SOILS IN THE INFILTRAITON BASIN IF IT DOES NOT INFILTRATE WITHIN 48 HOURS. 4.REFER TO STORMWATER CONTROL REPORTFOR BASIS OF DESIGN AND DESIGN CALCULATIONS. 1.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS AND VERIFY GRADES AND ELEVATIONS. AND DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 2.CONTRACTOR SHALL STRIP ALL TOPSOIL IN AREAS TO BE RE-GRADED AND STOCKPILED FOR LATER USE. 3.THE EXACT LOCATIONS OF ALL UTILITIES SHALL BE DETERMINED BY THE CONTRACTOR IN THE FIELD. THE CONTRACTOR SHALL CONDUCT OPERATIONS AND TAKE THE NECESSARY PRECAUTIONS SUCH THAT INTERFERENCE WITH OR DAMAGE TO EXISTING UTILITIES IS PREVENTED. THE CONTRACTOR SHALL COORDINATE WITH "DIG-SAFE" TO HAVE ALL UNDERGROUND UTILITIES LOCATED PRIOR TO COMMENCING EXCAVATION WORK. IF THE CONTRACTOR DAMAGES AN EXISTING UTILITY, HE SHALL COMMENCE WORK TO REPAIR THAT SERVICE IMMEDIATELY AND ALL COSTS ASSOCIATED WITH SUCH REPAIR SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 4.THE CONTRACTOR SHALL COMPLY WITH ALL REQUIRED PERMITS AND ASSOCIATED CONDITIONS. 5.CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING AND MAINTENANCE OF SURFACE DRAINAGE DURING THE DURATION OF THE WORK. 6.CONTRACTOR IS RESPONSIBLE FOR EMPLOYING AND MAINTAINING ALL TRAFFIC CONTROL AND SAFETY MEASURES DURING CONSTRUCTION. 7.CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR SERVICE CONNECTIONS REQUIRED TO THE PROPOSED BUILDING. 8.PROJECT CONSTRUCTION SEQUENCE -INSTALL ALL EROSION CONTROL MEASURES INCLUDING SILT FENCE AND/OR COMPOST SILT SOCK, STABILIZED CONSTRUCTION ENTRANCE, CHECK DAMS, AND CATCH BASIN INLET PROTECTION AS SHOWN ON PLANS. -INSPECT EROSION AND SEDIMENT CONTROL MEASURES ROUTINELY AND AFTER STORM EVENTS. -COMPLETE ROUGH GRADING OF THE SITE AND CONSTRUCTION OF THE BUILDING FOUNDATION, HOUSE, AND INSTALLATION OF UTILITIES. -COMPLETE FINAL SITE GRADING, GRAVEL OR ASPHALT PAVING, SMPs, AND TOPSOIL, SEED, AND MULCH. -REMOVE TEMPORARY EROSION AND SEDIMENT CONTROLS AFTER THE VEGETATION HAS ESTABLISHED AND THE SITE IS STABILIZED. GENERAL NOTES ZONING CLASSIFICATION: WATERFRONT RESIDENTIAL (WR) APA LAND CLASSIFICATION: MODERATE INTENSITY PROPOSED USE: SINGLE FAMILY RESIDENCE, SINGLE STRUCTURE - PERMITTED USE IN ZONE WR. - PERMITTED USE WITH SITE PLAN REVIEW IN CRITICAL ENVIRONMENTAL AREA (ALSO DUE TO SLOPES > 15% WITHIN 50' OF BUILDING) MINIMUM REQUIRED AREA: 2 ACRES - 1.31 ACRES PROVIDED. TAX MAP NO. 239.7-1-42 LOT SIZE: 1.31 ACRES (+/- 57,063 SQ. FT.) TOTAL PROPOSED DISTURBED AREA: +/- 21,521 SQ. FT. PROPOSED NEW BUILDING AREA: +/- 3,538 SQ. FT. TOTAL ADDITIONAL IMPERVIOUS AREA: +/- 2,622 SQ. FT. TOTAL RESULTING IMPERVIOUS AREA OVER ENTIRE SITE: 6,160 SQ FT. (11%) LOT SIZE REQUIREMENTS DIMENSION REQUIRED PROVIDED LOT SIZE 2 ACRES 1.31 ACRES LOT WIDTH 150 FT. 169 FT. ROAD FRONTAGE 150 FT. 169 FT. AREA FOR CLUSTERING 4 ACRES 1.31 ACRES SETBACK REQUIREMENTS DIMENSION REQUIRED PROPOSED FRONT [WEST] 30 FT. 124 FT. SIDE [NORTH] 25 FT. 30 FT. SIDE [SOUTH] 25 FT. 77 FT. REAR [EAST] 30 FT. 39 FT. PERMEABLE (MIN.) 75% 89% HEIGHT (MAX.) 28 FT. 28 FT. EXIST. LOWEST ELEVATION (SE CORNER) = 370.6 FT. FINISHED FLOOR ELEVATION = 373.6 FT. HEIGHT OF BUILDING FROM F.F.E. = 25 FT. PROP. ROOF ELEVATION = 398.6 FT. (398.6 FT. - 370.6 FT. = 28 FT BUILDING HEIGHT) FLOOR AREA RATIO (0.22) REQUIRED 1.31 ACRES (57,064 SQ. FT.) x 0.22 = 0.29 ACRES (12,554 SQ. FT.) PROPSED BASEMENT: 1,864 SQ. FT. FIRST FLOOR W/ GARAGE AND COVERED PORCHES: 3,241 SQ. FT. SECOND FLOOR: 1,091 SQ. FT. TOTAL: 6,196 SQ. FT. ZONING/SITE INFORMATION A 8/5/2022 ISSUED FOR PERMITS 3 6 0 3 6 5 3 5 8359 3613 62 3 6 3 3 6 4 36 6 36 7 W 10' PT-101 TP-101 PT-102 TP-102 TP-103 W 10 0 ' D R I L L E D W E L L S E T B A C K 100' DRILLED WELL SETBACK (APPROX.) 100' D R I L L E D W E L L SET B A C K30'77'124' 37 0 3 7 5 36 8 36 9 3 7 1 3 7 2 3 7 3 3 7 4 3763 7 7 350355351352353354356357358360365370375 359361362363364366 367 368369371372373374376 350351352 353 354 369 357361366 357354353 F.F.E. = 373.6 IT-102 IT-10139'23' 36 3 3 6 5 3 6 7366 3643 6 7 368 369 370 371 372373369 370 371 372373 369 3 7 3 3 7 4 3 7 5 365 366367 368 372370364 365 365 W PT-101 TP-101 IT-101NORTH SHT. OF REV. DRAWING TITLE CLIENT NAME SCALE: DATE: PROJ. NO: DRAWN BY: ENG. BY: CHK'D BY: REVISIONS REV.DATE DESCRIPTION (518) 761-0417, FAX: (518) 761-0513 DRAWING NO. Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 AS SHOWN 8/2/2022 22-936 SRA AMD ES JOHN & KATHRYN ARCURI 2 WEST AVE. APT. 409 SRATOGA SPRINGS, NY 12866 C-101 2 4 A JOHN & KATHRYN ARCURI 46 KNOX RD. QUEENSBURY, NY 12845 SITE PLANKNOX ROADEXIST. CLEARED PATH TAX MAP NO. 239.7-1-41 McGUIRE, THOMAS 1.97 ACRES TAX MAP NO. 239.7-1-42 ARCURI, JOHN EDWARD 1.31 ACRES TAX MAP NO. 239.7-1-43 WANAMAKER, JEAN 1.01 ACRES TAX MAP NO. 239.7-1-21.1 15 KNOX ROAD LLC 3.86 ACRES SITE PLAN 1"=20' UNITS: FEET 100 20 40 60 PROJECT LOCATION EXIST. MINOR CONT. EXIST. MAJOR CONT. PROP. CONTOUR PROPERTY LINE OVERHEAD UTILITY WIRE EDGE OF GRAVEL SETBACK SILT FENCE TEST PIT LOCATION PERC. TEST LOCATION INFILTRATION TEST LOCATION UTILITY POLE DRILLED WELL LOCATION PROP. BUILDING PROP. ASPHALT PROP. CONC. LEGEND IRON ROD FOUND/ CAPPED IRON ROD FOUND (TYP.) WASTEWATER TREATMENT SYSTEM NOTES 1.THE ON-SITE SUBSURFACE WASTEWATER TREATMENT SYSTEM SHALL BE A RAISED ABSORPTION TRENCH SYSTEM. THE BASIS OF DESIGN FOR THE SYSTEM IS AS FOLLOWS: NUMBER OF BEDROOMS 4 DESIGN WASTEWATER FLOW RATE 440 gpd DESIGN PERCOLATION RATE 8-10 min/in SEPTIC TANK MIN. CAPACITY 1,250 gal (NO SPAS OR GARBAGE GRINDERS) SEPTIC TANK CAPACITY PROVIDED 1,250 gal (NO SPAS OR GARBAGE GRINDERS) DESIGN APPLICATION RATE 0.90 gal/day/sf REQUIRED ABSORPTION AREA = (440 Gal./Day)/(0.90 GAL./DAY per Sq. Ft.) = 489 Sq. Ft. REQUIRED ABSORPTION TRENCH LENGTH = 489 Sq. Ft./2 Ft. TRENCH WIDTH = 245 LF ABSORPTION TRENCH LENGTH PROVIDED = (5) 49 FT LONG TRENCHES = 245 LF PLUMBING FIXTURES MAX. 1.6 Gal./Flush WATER CLOSETS 2.ALL WASTEWATER TREATMENT SYSTEM COMPONENTS SHALL BE IN STRICT ACCORDANCE WITH THE SYSTEM DESIGN INFORMATION INDICATED ON THESE DRAWINGS, WITH ALL N.Y.S. DEP'T. OF HEALTH AND TOWN OF QUEENSBURY REQUIREMENTS. 3.THE DISCHARGE OF WASTE FROM GARBAGE GRINDERS, SPA TUBS, SUMP PUMPS, ROOF DRAINS, WATER TREATMENT SYSTEM BACKWASH AND NON-CONSERVING WATER FIXTURES IS PROHIBITED. 4.THE SEPTIC TANK SHALL BE A PRECAST CONCRETE NON-TRAFFIC TYPE UNIT WITH SANITARY TEES OR BAFFLES AT INLETS AND OUTLETS. MINIMUM TANK CAPACITY SHALL BE AS SHOWN. FOR TWO-PIECE TANKS, PROVIDE SEALANT PER MANUFACTURER'S INSTRUCTIONS BETWEEN THE TANK SECTIONS. THOROUGHLY CLEAN JOINT IMMEDIATELY PRIOR TO INSTALLING SEALANT. IF AIR TEMPERATURE IS BELOW 65°F., WARM SEALANT TO A PLIABLE CONDITION. SET TANKS LEVEL ON No. 2 CRUSHED STONE AS INDICATED. THE EXTERIOR SURFACES OF THE SEPTIC TANK SHALL BE THOROUGHLY COATED WITH THE MANUFACTURER'S STANDARD ASPHALT WATERPROOFING COATING. 5.DISTRIBUTION BOX SHALL BE PRECAST CONCRETE UNIT WITH INTEGRAL CONCRETE BAFFLE AS MANUFACTURED BY THE FORT MILLER COMPANY, OR APPROVED EQUAL. PROVIDE FLOW LEVELERS AT EACH OUTLET LATERAL. 6.ALL GRAVITY SEWER PIPING SHALL BE SCH. 40 PVC PIPE WITH SOLVENT WELDED JOINTS AND FITTINGS. INSTALL SEWER PIPING ON MIN. 6" LAYER OF CRUSHED STONE AT A UNIFORM SLOPE WITH NO SAGS OR HUMPS. THE MINIMUM SLOPE FOR ALL GRAVITY SEWER PIPING SHALL BE 1/4"/FT. (2%). 7.BACKFILL OVER THE ABSORPTION TRENCHES SHALL BE CLEAN NATIVE MATERIAL, FREE OF ORGANIC MATTER AND STONES LARGER THAN 2 IN. IN ANY DIMENSION. 8.AFTER EXCAVATING THE ABSORPTION TRENCHES TO THE DEPTHS REQUIRED, THE WALLS AND FLOORS OF THE TRENCHES SHALL BE CLEANED AND RAKED TO ACHIEVE AN EVEN SECTION AND TO LOOSEN SMEARED AREAS. NOTIFY THE ENGINEER FOR INSPECTION OF THE BED SUBGRADE SURFACES BEFORE PLACING THE DISPOSAL LATERALS. 9.NO HEAVY EQUIPMENT OR VEHICULAR TRAFFIC SHALL BE ALLOWED WITHIN THE LIMITS OF THE ABSORPTION FIELD AFTER FILL MATERIAL HAS BEEN PLACED BOTH DURING OR AFTER CONSTRUCTION. 10.PLACEMENT OF BACKFILL, CRUSHED STONE TRENCHES, PERFORATED PIPE AND FILTER FABRIC SHALL BE AS SHOWN. 11.CRUSHED STONE USED FOR THE ABSORPTION TRENCHES SHALL BE WASHED STONE 3/4" TO 1 1/2" IN SIZE. HOLD BOTTOM OF THE TRENCHES LEVEL. 12.DISPOSAL FIELD LATERALS SHALL BE PERFORATED 4"Ø SDR 26 PVC PIPE. INSTALL LATERALS AT 1/16"/FT. TO 1/32"/FT. SLOPE AWAY FROM THE DISTRIBUTION BOX WITH HOLES DOWNWARD. PROVIDE END CAPS AT ALL LATERALS. 13.TOPSOIL AND SEED THE ACTIVE AND FUTURE ABSORPTION FIELD AREA AND ALL OTHER DISTURBED AREAS IMMEDIATELY AFTER CONSTRUCTION. 14.ALL PLUMBING WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL REQUIREMENTS OF THE BUILDING CODE OF NEW YORK STATE. 15.SUBMITTALS: THE CONTRACTOR SHALL SUBMIT MIN. (3) COPIES OF SHOP DRAWINGS AND SUBMITTALS FOR THE FOLLOWING ITEMS FOR REVIEW BY THE ENGINEER. IN LIEU OF (3) HARD COPIES, (1) COPY OF SHOP DRAWINGS AND SUBMITTALS MAY BE TRANSMITTED ELECTRONICALLY. NO FABRICATION OF THESE ITEMS SHALL BE PERMITTED UNTIL THE SUBMITTALS HAVE BEEN REVIEWED AND ACCEPTED. A.PRECAST CONCRETE SEPTIC TANK SHOP DRAWINGS B.PRECAST CONCRETE DISTRIBUTION BOX DRAWINGS C.GEOTEXTILE FILTER FABRIC 16.NOTIFY THE ENGINEER FOR INSPECTION AT THE FOLLOWING PHASES OF CONSTRUCTION: -UPON EXCAVATION OF THE ABSORPTION TRENCHES, PRIOR TO BACKFILLING WITH THE LATERALS EXPOSED. -SEPTIC TANK AND DISTRIBUTION BOX INSTALLATION, PRIOR TO BACKFILLING OF THE UNITS. 17.UPON COMPLETION OF CONSTRUCTION THE CONTRACTOR SHALL PREPARE A MAP OF AS-BUILT CONDITIONS INDICATING A MINIMUM OF TWO TIE DIMENSIONS FROM ADJACENT CORNERS OF THE RESIDENCE TO THE SEPTIC TANK INLET AND OUTLET COVERS, THE DISTRIBUTION BOX AND EACH CORNER OF THE LEACH FIELD. EXIST. UTILITY POLE TO BE REMOVED PROP. LIMIT OF DISTURBANCE ± 20,842SF BASIN WEIR. T/CREST EL. 366.50' T/BERM EL. 367.00' SEE DETAIL, DWG. C-502. BASIN WEIR. T/CREST EL. 366.00' T/BERM EL. 367.00' SEE DETAIL, DWG. C-502. SEDIMENTATION BASIN. B/BASIN EL. 364.00'. SEE DETAIL, DWG. C-502 SEDIMENTATION BASIN. B/BASIN EL. 364.00'. CHECK DAMS (TYP.). SEE DETAIL, DWG. C-502. BASIN WEIR. T/CREST EL. 369.00' T/BERM EL. 369.50' SEE DETAIL, DWG. C-502. RAIN GARDEN. B/BASIN EL. 368.50'. SEE DETAIL, DWG. C-502 PROP. COVERED PORCH (175 SQ. FT.) (5) 49' LONG WASTEWATER ABSORPTION FIELD. SEE DETAIL, DWG C-502 PROP. EDGE OF DRIVEWAY SEE DETAIL, DWG. C-501 (2,496 SQ. FT.) DISTIBUTION BOX. INLET EL. = 367.8' SEE DETAIL, DWG C-502. 100% REPLACEMENT AREA 4"Ø x 10' LONG PVC PIPE SLOPED @ 1/4"/FT. MIN. FROM HOUSE TO SEPTIC TANK. 4"Ø x 24' LONG PVC PIPE SLOPED @ 1/4"/FT. FROM SEPTIC TANK TO DISTRIBUTION BOX. 1,250 GAL. PRECAST CONC. SEPTIC TANK. INLET EL. = 372.2 OUTLET INV. = 372.0' SEE DETAIL, DWG C-502. PROP. 4 BEDROOM RESIDENCE W/ ATTACHED GARAGE. (2,783 SQ. FT.) GRASS LINED SWALE (TYP.). SEE DETAIL, DWG. C-502. EARTHWORK NOTES 1.EXCAVATION SHALL BE TO ELEVATIONS INDICATED WITH A TOLERANCE OF PLUS/MINUS 1". 2.SUBBASE COURSE MATERIAL SHALL CONFORM TO NYS DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS SECTION 304, TYPE 2 AND SHALL CONFORM TO MIN 95% MODIFIED PROCTOR DENSITY. BACKFILL MATERIAL SHALL BE COMPACTED ON SITE SOIL MATERIAL. 3.EMBANKMENT FILL SHALL CONFORM WITH ALL REQUIREMENTS OF NYSDOT SPEC. SECTION 203. MAXIMUM ALLOWABLE LOOSE LIFTS FOR EMBANKMENTS SHALL BE 12 INCH AND SHALL BE COMPACTED TO NOT LESS THAN 95% OF THE MAXIMUM DENSITY AS ESTABLISHED THROUGH THE STANDARD PROCTOR COMPACTION TEST PER ASTM D698. 4.MATERIAL STOCKPILES, IF REQUIRED, SHALL BE LOCATED WHOLLY WITHIN THE WORK AREA. ADDITIONAL SILT FENCES SHALL BE PROVIDED AT THE BASE OF ALL STOCKPILES AS DIRECTED IN THE FIELD BY THE ENGINEER. 5.ALL TRENCHES AND OTHER EXCAVATION SIDE SLOPES INDICATED ON THE DRAWINGS ARE DIAGRAMMATIC ONLY AND ARE NOT INTENDED TO INDICATE A STABLE EXCAVATION SLOPE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ADEQUACY AND STABILITY OF ALL EXCAVATION SLOPES, SHEETING, SHORING, TRENCH BOXES, AND ANY OTHER MEANS REQUIRED FOR A SAFE WORK ENVIRONMENT AND FOR PROTECTION OF ADJACENT ROADWAYS AND OTHER STRUCTURES. ALL EXCAVATION WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE FOLLOWING REGULATORY AGENCIES: -SUBPART 23-4, "EXCAVATION OPERATIONS", OF NEW YORK DEPARTMENT OF LABOR INDUSTRIAL CODE RULE 23. -SUBPART P, "EXCAVATIONS" OF THE UNITED STATES DEPARTMENT OF LABOR OSHA REGULATIONS FOR CONSTRUCTION. -ALL OTHER MUNICIPAL, COUNTY, STATE OR FEDERAL AGENCIES, REGULATIONS OR LAWS PERTAINING TO EXCAVATION SAFETY AS MAY APPLY AT THE WORK SITE. THE MORE STRINGENT PROVISION IN EACH OF THE ABOVE CODES SHALL APPLY. THESE PROVISIONS SHALL BE CONSIDERED MINIMUM REQUIREMENTS AND SHALL BE INCREASED IF NECESSARY TO PROVIDE SAFE WORKING CONDITIONS. 6.CRUSHED STONE, WHERE CALLED FOR ON THE DRAWINGS, SHALL CONFORM TO NYS DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS SECTION 703-02, SIZE DESIGNATION 2. 8.GEOTEXTILE FABRIC SHALL COMPLY WITH NYSDOT STANDARD SPEC. SECTION 737-01. ALL FABRIC SHALL APPEAR ON THE NYSDOT LIST OF APPROVED MATERIALS FOR THE USAGE INDICATED. 9.ALL NEW GRADES SHALL BE BLENDED SMOOTHLY WITH EXISTING GRADES TO PROVIDE A SMOOTH TRANSITION BETWEEN NEW GRADING AND EXISTING SURFACES TO REMAIN. 10.ALL DISTURBED AREAS NOT COVERED WITH SITE IMPROVEMENTS OR LANDSCAPING SHALL BE COVERED WITH 3" OF TOPSOIL AND SEEDED TO ESTABLISH A DENSE GROWTH OF TURF. PROP. DRILLED WELL LOCATION SEE DETAIL, DWG. C-501 A 8/5/2022 ISSUED FOR PERMITS PROP. COVERED PORCH (220 SQ. FT.) EMBED FILTER CLOTH MIN. 6" INTO GROUND. 1. FILTER CLOTH TO BE FASTENED SECURELY TO POSTS WITH STAPLES OR TIES AT 6" MAX. SPACING. 2. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVERLAPPED BY 6" AND FOLDED. 3. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. UNDISTURBED SOIL.FLOW 2"x2" FENCE POST.10'-0" MAX. C-C.1'-4"MIN.1'-4"MIN.1'-4"MIN.1'-4"MIN.SILT FENCE DETAIL NOTES SECTION ELEVATION N.T.S. NYSDOT ITEM NO. 402.098104 ASPHALT CONCRETE 9.5 F1, 80 SERIES TOP COURSE, 1 1/2" THICK. NYSDOT ITEM NO. 402.198904 ASPHALT CONCRETE 19 F9, 80 SERIES BINDER COURSE, 2 1/2" THICK. NYSDOT ITEM NO. 304.14 SUBBASE COURSE TYPE 2, COMPACTED TO 95% MODIFIED PROCTOR DENSITY, 8" THICK. COMPACTED SUBGRADE. N.T.S. TYPICAL ASPHALT PAVEMENT SECTION EXIST. ASPHALT PAVEMENT. EXIST. GRADE. STONE, MIN. 6" THK. ON GEOTEXTILE FABRIC. EXIST. GROUND. EXIST. ASPHALT PAVEMENT.~ ~ 50' MIN.12' MIN.1. STONE SHALL CONFORM WITH NYSDOT SPEC. SECTION 703-02 SIZE DESIGNATION 3. 2. GEOTEXTILE FABRIC SHALL BE MIRAFI 600X OR EQUIVALENT. 3. PERIODICALLY TOP-DRESS ENTRANCE WITH NEW STONE AS SEDIMENT ACCUMULATES. ALL SEDIMENT DROPPED OR WASHED ONTO THE PUBLIC RIGHT-OF-WAY SHALL BE REMOVED IMMEDIATELY. 6" MIN. STONE. N.T.S. STABILIZED CONSTRUCTION ENTRANCE NOTES PROFILE PLAN CONCRETE WASHOUT AREA N.T.S. SIGN IDENTIFYING SITE AS A CONCRETE WASHOUT AREA. NOTES: 1.ALL CONCRETE WASH FACILITIES SHALL BE INSPECTED DAILY. DAMAGED OR LEAKING FACILITIES SHALL BE REPAIRED OR REPLACED IMMEDIATELY. 2.ACCUMULATED HARDENED MATERIAL SHALL BE REMOVED WHEN 75% OF THE STORAGE CAPACITY OF THE STRUCTURE IS FILLED. ANY EXCESS WASH WATER SHALL BE PUMPED INTO A CONTAINMENT VESSEL AND PROPERLY DISPOSED OF OFF SITE. 3.DISPOSE OF HARDENED MATERIAL OFF-SITE IN A CONSTRUCTION/DEMOLITION LANDFILL OR ON-SITE IF INDICATED IN THE APPROVED SWPPP. 4.THE PLASTIC LINER SHALL BE REPLACED WITH EACH CLEANING OF THE WASHOUT FACILITY. 5.UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL CLEAN OUT AND FILL IN THE WASHOUT AREA TO THE ADJACENT GRADE LEVEL. SECITON A-A ROADWAY. PLASTIC SHEATHING WITH A MIN. THICKNESS OF 10 MILS. WITH NO HOLES AND TEARS. ANCHOR BEYOND TOP OF PIT WITH AN EARTHEN BERM, SAND BAGS, STONE, OR OTHER STRUCTURAL APPURTANCES. 12" NO.1 CRUSHED STONE FROM PAVED ROAD TO WASHOUT AREA. CONCRETE WASHOUT AREA 8'-0"x8'-0"x2'-0" DEEP ± MIN. IF EXCAVATED, SIDE SLOPES SHALL BE 2H TO 1V. ROADWAY. 10' WIDE CRUSHED STONE ENTRANCE FROM PAVED ROAD TO WASHOUT AREA. CONCRETE WASHOUT AREA 8'-0"x8'-0"x2'-0"± DEEP MIN. SILT FENCE. TYPICAL WELL DETAIL PITLESS ADAPTER WITH SANITARY SEAL FOR DISCHARGE PIPE BENTONITE GROUT AROUND CASING TO ROCK AND AS SPECIFIED IN APPENDIX 5-B N.T.S. TANK PRESSURE OF 60 PSI 20' MIN. THROUGH OVERBURDEN, OR 5' BELOW PUMPING LEVEL - SEE APPENDIX 5-B, TALBE 2 5 GPM @ A STORAGE MINIMUM CAPACITY SUBMERSIBLE PUMP DROP PIPE WELL CASING VENTED WELL CAP WITH SANITARY SEAL FOR ELECTRICAL CABLES PITLESS CASE MOTOR CABLE PRESSURE STORAGE TANK MINIMUM SIZE: 2 BEDROOM HOUSE - 42 GAL. 3 OR 4 BEDROOM HOUSE - 82 GAL. 5 BEDROOM HOUSE - 120 GAL.18''MIN.BUILDING FOUNDATION NOTE: THE MINIMUM WELL SEPARATION DISTANCES FROM CONTAMINANT SOURCES (WASTEWATER DISPOSAL SYSTEMS, ETC.) SHALL BE INCREASED BY 50% WHENEVER AQUIFER WATER ENTERS THE WATER WELL AT LESS THAN 50 FEET BELOW GRADE. IF A 50% INCREASE IN SEPARATION DISTANCES CANNOT BE ACHIEVED, THEN 50 FEET OF CASING BELOW GRADE SHALL BE PROVIDED.12"MIN.UNDISTURBED AREADISTURBED AREA BLOWN/PLACED FILTER MEDIA. COMPOST FILTER SOCK. SEE PLAN FOR NOMINAL SOCK DIAMETER. 2"x2" WOODEN STAKES PLACED 10" O.C. SECTION VIEW DISTURBED AREA FLOWFLOW173017281726UNDISTURBED AREA PLAN VIEW 8"EXISTING CONTOURS. 2"x2" WOODEN STAKES PLACES 10" O.C. COMPOST FILTER SOCK. N.T.S. SILT SOCK DETAIL SHT. OF REV. DRAWING TITLE CLIENT NAME SCALE: DATE: PROJ. NO: DRAWN BY: ENG. BY: CHK'D BY: REVISIONS REV.DATE DESCRIPTION (518) 761-0417, FAX: (518) 761-0513 DRAWING NO. Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 AS SHOWN 8/2/2022 22-936 SRA AMD ES JOHN & KATHRYN ARCURI 2 WEST AVE. APT. 409 SRATOGA SPRINGS, NY 12866 C-501 3 4 A JOHN & KATHRYN ARCURI 46 KNOX RD. QUEENSBURY, NY 12845 SITE DETAILS A 8/5/2022 ISSUED FOR PERMITS NOTES: C OPENINGL C OPENINGL FINISH GRADE, TYP. MANUFACTURER'S STANDARD OPENING AND COVER, (TYP.) INLET INVERT EL. MIN. 2" ABOVE OUTLET INVERT. #2 CRUSHED STONE PLACED ON AND WRAPPED WITH GEOTEXTILE FABRIC.D = 30" MIN.LIQUID LEVEL UNDISTURBED SOIL. 12" MIN. (TYP.)8" MIN.(TYP.)FLOW FLOW SANITARY TEE. L 0.3 LD/32"1'-4"MIN.MIN.1. 2. SEPTIC TANK DETAIL INVERT OF SLOT OR HOLES CONNECTING CHAMBERS OF DUAL CHAMBER TANK WALL FOR DUAL CHAMBER TANK. SEE NOTE BELOW FOR DUAL CHAMBER TANK, WALL SHALL HAVE A 4"V. x 18" WIDE SLOT, OR (4) 4"Ø HOLES, INVERT LOCATED AS SHOWN. DUAL CHAMBER TANKS SHALL BE PROVIDED FOR ALL SEPTIC TANKS WITH AN INTERIOR LENGTH GREATER THAN OR EQUAL TO 10 FT. PROVIDE FLEXIBLE PIPE BOOTS AT ALL PIPE PENETRATIONS INTO ALL TANKS. MIN. 18"Ø OPENING, EA. END OF TANK, TYP.8" MIN.1'-4" MAX.N.T.S.1'-6"MIN,LOCATION MARKER, TYP. A RISER MAY BE INSTALLED IN-LEIU OF MARKER. SUBMIT SHOP DRAWINGS TO OWNER AND ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. 1" MIN. AIR GAP. ℄ TRENCH & PIPE ℄ TRENCH & PIPE 2'-0" TYP. 6'-0" 1'-0" TYP. 4'-0"6" MIN. to 2'-0" MAX.2"MIN.1'-0"MIN.3" TOPSOIL AND SEED. BACKFILL WITH NATIVE SOIL. (TYP.) GEOTEXTILE FILTER FABRIC BETWEEN CRUSHED STONE AND BACKFILL SOIL. (TYP.) 3/4"Ø TO 1 1/2"Ø CRUSHED STONE, TYP. STONE TO BE WASHED PRIOR TO PLACEMENT. MOUND BACKFILL AT TRENCH TO ALLOW FOR SETTLEMENT. DO NOT COMPACT. (TYP.) UNDISTURBED SOIL.~4"Ø PERFORATED PVC DISTRIBUTION LATERAL. INSTALL LATERAL AT 1/16"/FT. TO 1/32"/FT. (TYP.) TYPICAL WASTEWATER ABSOPTION TRENCH DETAIL N.T.S. NOTE: ABSORPTION TRENCH DETAIL DIAGRAMMATIC ONLY. SEE PLAN FOR TRENCH LENGTH AND NUMBER OF TRENCHES REQUIRED. NOTE: FINISHED GRADE OVER ABSORPTION TRENCHES SHALL BE INSTALLED TO DIVERT SURFACE RUNOFF AWAY FROM THE ABSORPTION FIELD AREA.MIN. 4'-0" SEPARATION TO BEDROCKAND 2'-0" TO GROUNDWATER2"4"Ø PVC TO ABSORPTION TRENCH LATERAL W/FLOW LEVELERS. (TYP.) UNDISTURBED SOIL. 6" MIN. PEA GRAVEL. 4"Ø PVC FROM SEPTIC TANK. BAFFLE. 3" TOPSOIL & SEED. FLOW 6" WATERTIGHT PIPE SEAL, TYP DISTRIBUTION BOX DETAIL N.T.S. TYPICAL VEGETATED SWALE DETAIL N.T.S. 3" MIN. TOPSOIL C SWALEL 6'-0" AND SEED, TYP. DRAINAGE CHANNEL w/ MAT, STAKE MAT AT 6' O.C. w/ROLLED EROSION CONTROL STRAW MULCH COVERED PROTECT BOTTOM OF 6" MAX. EXIST. SOIL. 6" MAX. 1v:3 h MAX . 1v:3h MAX. 1 3 3'-0" N.T.S. BASIN WEIR DETAIL T/BERM EL. SEE PLANS. CREST EL. SEE PLANS. SLO P E V A R I E S NOTE: CREST WIDTH = 2'-0" 4'-0" APRONLINE WEIR CREST W/LIGHT STONE FILLING ON GEOTEXTILE BEDDING FABRIC. FINISHED GRADE PER PLANS. EXIST. GRADE. (TYP.) 1V : 2 H M A X . 1V:2 H MAX. STONE OUTLET WEIR. SEDIMENTATION/INFILTRATION BASIN DETAIL N.T.S. N.T.S. CHECK DAM LIGHT STONE FILLING. FILTER FABRIC. CUTOFF TRENCH.6"MIN.6"MAX.1'-6"6"6"MIN.1 2 1 2 LIGHT STONE FILLING. ~ ~FILTER FABRIC. CUTOFF TRENCH W/#2 STONE. ~6"ELEVATION A A SECTION A-A FLOW N.T.S. TYPICAL RAIN GARDEN DETAIL MULCH W/LEAF COMPOST OR SHREDDED WOOD. AVOID WOOD CHIPS. MAX. PONDED WATER DEPTH = 6" 3 1 12" TO 18" SOIL MEDIA COMPOSED OF 50-70% SAND, 50-30% TOPSOIL & 5% ORGANIC MATERIAL. MEDIA SHALL BE FREE OF STONES, ROOTS, WOODY DEBRIS AND ANIMAL WASTE. SHRUBS & HERBACEOUS PLANTS PER NYSDEC STORMWATER DESIGN MANUAL TABLE 5.11. 6" TO 12" WASHED STONE.SUBSOIL SHT. OF REV. DRAWING TITLE CLIENT NAME SCALE: DATE: PROJ. NO: DRAWN BY: ENG. BY: CHK'D BY: REVISIONS REV.DATE DESCRIPTION (518) 761-0417, FAX: (518) 761-0513 DRAWING NO. Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 AS SHOWN 8/2/2022 22-936 SRA AMD ES JOHN & KATHRYN ARCURI 2 WEST AVE. APT. 409 SRATOGA SPRINGS, NY 12866 C-502 4 4 A JOHN & KATHRYN ARCURI 46 KNOX RD. QUEENSBURY, NY 12845 SITE DETAILS A 8/5/2022 ISSUED FOR PERMITS APPENDIX C Subcatchment Maps 3 7 0 3 7 5 355360365365350 DRAWING NO.PROJECT TITLE SHEET TITLE Proj. No.: Drawn By: Date: Chk. By: Scale: Modifies Dwg. No.: 21-936 SRA 8/2/2022 ES 1:80 0 SW-1 JOHN ARCURI HOUSE CONSTRUCTION STORM WATER CONTROL REPORT PRE-DEVELOPMENT STORMWATER SUBCATCHMENT MAP (518) 761-0417, FAX: (518) 761-0513 Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 2S SUBCATCHMENT BOUNDARY. (TYP.) TIME OF CONCENTRATION (Tc) FLOW PATH. (TYP.) SUBCATCHMENT LABEL. (TYP.) DESIGN POINT 1. 1S DESIGN POINT 2. EDGE OF SURVEY LIMIT400390380 370 360 350 3 7 0 3 7 5 355360365365350 DRAWING NO.PROJECT TITLE SHEET TITLE Proj. No.: Drawn By: Date: Chk. By: Scale: Modifies Dwg. No.: 21-936 SRA 8/2/2022 ES 1:80 0 SW-2 JOHN ARCURI HOUSE CONSTRUCTION STORM WATER CONTROL REPORT POST-DEVELOPMENT STORMWATER SUBCATCHMENT MAP (518) 761-0417, FAX: (518) 761-0513 Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 Queensbury, New York 12804 SUBCATCHMENT BOUNDARY. (TYP.) TIME OF CONCENTRATION (Tc) FLOW PATH. (TYP.) DESIGN POINT #1. DESIGN POINT.400390380 370 360 350 2.2S1.1S 1.2S EDGE OF SURVEY LIMIT 2.1S SUBCATCHMENT LABEL. (TYP.) APPENDIX D Stormwater Calculations Table of ContentsExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (all nodes) 10-yr Event 3 Node Listing 4 Subcat 1S: Exist. Site 6 Subcat 2S: Exist. Site 8 Pond 0: Combined Flows 9 Pond 1P: Design Point #1 10 Pond 2P: Design Point #2 25-yr Event 11 Node Listing 12 Subcat 1S: Exist. Site 14 Subcat 2S: Exist. Site 16 Pond 0: Combined Flows 17 Pond 1P: Design Point #1 18 Pond 2P: Design Point #2 50-yr Event 19 Node Listing 20 Subcat 1S: Exist. Site 22 Subcat 2S: Exist. Site 24 Pond 0: Combined Flows 25 Pond 1P: Design Point #1 26 Pond 2P: Design Point #2 100-yr Event 27 Node Listing 28 Subcat 1S: Exist. Site 30 Subcat 2S: Exist. Site 32 Pond 0: Combined Flows 33 Pond 1P: Design Point #1 34 Pond 2P: Design Point #2 Multi-Event Tables 35 Subcat 1S: Exist. Site 36 Subcat 2S: Exist. Site 37 Pond 0: Combined Flows 38 Pond 1P: Design Point #1 39 Pond 2P: Design Point #2 1S Exist. Site 2S Exist. Site 0 Combined Flows 1P Design Point #1 2P Design Point #2 Routing Diagram for Existing_Conditions Prepared by {enter your company name here}, Printed 8/4/2022 HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 3,299 98 Paved parking, HSG B (1S, 2S) 2,484 98 Roofs, HSG B (2S) 75,609 55 Woods, Good, HSG B (1S, 2S) 27,285 77 Woods, Good, HSG D (1S, 2S) 108,677 63 TOTAL AREA NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=53,813 sf 4.45% Impervious Runoff Depth=0.50"Subcatchment 1S: Exist. Site Flow Length=436' Tc=47.1 min CN=59 Runoff=0.23 cfs 2,223 cf Runoff Area=54,864 sf 6.17% Impervious Runoff Depth=0.81"Subcatchment 2S: Exist. Site Flow Length=431' Tc=46.3 min CN=66 Runoff=0.48 cfs 3,684 cf Inflow=0.70 cfs 5,907 cfPond 0: Combined Flows Primary=0.70 cfs 5,907 cf Inflow=0.23 cfs 2,223 cfPond 1P: Design Point #1 Primary=0.23 cfs 2,223 cf Inflow=0.48 cfs 3,684 cfPond 2P: Design Point #2 Primary=0.48 cfs 3,684 cf Total Runoff Area = 108,677 sf Runoff Volume = 5,907 cf Average Runoff Depth = 0.65" 94.68% Pervious = 102,894 sf 5.32% Impervious = 5,783 sf NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Exist. Site Runoff = 0.23 cfs @ 12.81 hrs, Volume= 2,223 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 45,313 55 Woods, Good, HSG B 6,103 77 Woods, Good, HSG D 2,397 98 Paved parking, HSG B 53,813 59 Weighted Average 51,416 95.55% Pervious Area 2,397 4.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 44 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 20.1 56 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.3 42 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 72 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 222 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.1 436 Total NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=53,813 sf Runoff Volume=2,223 cf Runoff Depth=0.50" Flow Length=436' Tc=47.1 min CN=59 0.23 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Exist. Site Runoff = 0.48 cfs @ 12.71 hrs, Volume= 3,684 cf, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 30,296 55 Woods, Good, HSG B 21,182 77 Woods, Good, HSG D 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 54,864 66 Weighted Average 51,478 93.83% Pervious Area 3,386 6.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.4 51 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 108 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 68 0.1500 1.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 55 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 49 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.3 431 Total NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=54,864 sf Runoff Volume=3,684 cf Runoff Depth=0.81" Flow Length=431' Tc=46.3 min CN=66 0.48 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 5.32% Impervious, Inflow Depth = 0.65" for 10-yr event Inflow = 0.70 cfs @ 12.74 hrs, Volume= 5,907 cf Primary = 0.70 cfs @ 12.74 hrs, Volume= 5,907 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=108,677 sf 0.70 cfs 0.70 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point #1 Inflow Area = 53,813 sf, 4.45% Impervious, Inflow Depth = 0.50" for 10-yr event Inflow = 0.23 cfs @ 12.81 hrs, Volume= 2,223 cf Primary = 0.23 cfs @ 12.81 hrs, Volume= 2,223 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point #1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=53,813 sf 0.23 cfs 0.23 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point #2 Inflow Area = 54,864 sf, 6.17% Impervious, Inflow Depth = 0.81" for 10-yr event Inflow = 0.48 cfs @ 12.71 hrs, Volume= 3,684 cf Primary = 0.48 cfs @ 12.71 hrs, Volume= 3,684 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point #2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=54,864 sf 0.48 cfs 0.48 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=53,813 sf 4.45% Impervious Runoff Depth=0.84"Subcatchment 1S: Exist. Site Flow Length=436' Tc=47.1 min CN=59 Runoff=0.47 cfs 3,762 cf Runoff Area=54,864 sf 6.17% Impervious Runoff Depth=1.24"Subcatchment 2S: Exist. Site Flow Length=431' Tc=46.3 min CN=66 Runoff=0.81 cfs 5,690 cf Inflow=1.27 cfs 9,452 cfPond 0: Combined Flows Primary=1.27 cfs 9,452 cf Inflow=0.47 cfs 3,762 cfPond 1P: Design Point #1 Primary=0.47 cfs 3,762 cf Inflow=0.81 cfs 5,690 cfPond 2P: Design Point #2 Primary=0.81 cfs 5,690 cf Total Runoff Area = 108,677 sf Runoff Volume = 9,452 cf Average Runoff Depth = 1.04" 94.68% Pervious = 102,894 sf 5.32% Impervious = 5,783 sf NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Exist. Site Runoff = 0.47 cfs @ 12.75 hrs, Volume= 3,762 cf, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 45,313 55 Woods, Good, HSG B 6,103 77 Woods, Good, HSG D 2,397 98 Paved parking, HSG B 53,813 59 Weighted Average 51,416 95.55% Pervious Area 2,397 4.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 44 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 20.1 56 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.3 42 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 72 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 222 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.1 436 Total NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=53,813 sf Runoff Volume=3,762 cf Runoff Depth=0.84" Flow Length=436' Tc=47.1 min CN=59 0.47 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Exist. Site Runoff = 0.81 cfs @ 12.68 hrs, Volume= 5,690 cf, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 30,296 55 Woods, Good, HSG B 21,182 77 Woods, Good, HSG D 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 54,864 66 Weighted Average 51,478 93.83% Pervious Area 3,386 6.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.4 51 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 108 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 68 0.1500 1.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 55 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 49 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.3 431 Total NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=54,864 sf Runoff Volume=5,690 cf Runoff Depth=1.24" Flow Length=431' Tc=46.3 min CN=66 0.81 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 5.32% Impervious, Inflow Depth = 1.04" for 25-yr event Inflow = 1.27 cfs @ 12.71 hrs, Volume= 9,452 cf Primary = 1.27 cfs @ 12.71 hrs, Volume= 9,452 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=108,677 sf 1.27 cfs 1.27 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point #1 Inflow Area = 53,813 sf, 4.45% Impervious, Inflow Depth = 0.84" for 25-yr event Inflow = 0.47 cfs @ 12.75 hrs, Volume= 3,762 cf Primary = 0.47 cfs @ 12.75 hrs, Volume= 3,762 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point #1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=53,813 sf 0.47 cfs 0.47 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point #2 Inflow Area = 54,864 sf, 6.17% Impervious, Inflow Depth = 1.24" for 25-yr event Inflow = 0.81 cfs @ 12.68 hrs, Volume= 5,690 cf Primary = 0.81 cfs @ 12.68 hrs, Volume= 5,690 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point #2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=54,864 sf 0.81 cfs 0.81 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=53,813 sf 4.45% Impervious Runoff Depth=1.20"Subcatchment 1S: Exist. Site Flow Length=436' Tc=47.1 min CN=59 Runoff=0.73 cfs 5,383 cf Runoff Area=54,864 sf 6.17% Impervious Runoff Depth=1.69"Subcatchment 2S: Exist. Site Flow Length=431' Tc=46.3 min CN=66 Runoff=1.15 cfs 7,713 cf Inflow=1.87 cfs 13,096 cfPond 0: Combined Flows Primary=1.87 cfs 13,096 cf Inflow=0.73 cfs 5,383 cfPond 1P: Design Point #1 Primary=0.73 cfs 5,383 cf Inflow=1.15 cfs 7,713 cfPond 2P: Design Point #2 Primary=1.15 cfs 7,713 cf Total Runoff Area = 108,677 sf Runoff Volume = 13,096 cf Average Runoff Depth = 1.45" 94.68% Pervious = 102,894 sf 5.32% Impervious = 5,783 sf NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Exist. Site Runoff = 0.73 cfs @ 12.72 hrs, Volume= 5,383 cf, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 45,313 55 Woods, Good, HSG B 6,103 77 Woods, Good, HSG D 2,397 98 Paved parking, HSG B 53,813 59 Weighted Average 51,416 95.55% Pervious Area 2,397 4.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 44 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 20.1 56 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.3 42 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 72 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 222 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.1 436 Total NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=53,813 sf Runoff Volume=5,383 cf Runoff Depth=1.20" Flow Length=436' Tc=47.1 min CN=59 0.73 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Exist. Site Runoff = 1.15 cfs @ 12.67 hrs, Volume= 7,713 cf, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 30,296 55 Woods, Good, HSG B 21,182 77 Woods, Good, HSG D 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 54,864 66 Weighted Average 51,478 93.83% Pervious Area 3,386 6.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.4 51 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 108 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 68 0.1500 1.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 55 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 49 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.3 431 Total NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=54,864 sf Runoff Volume=7,713 cf Runoff Depth=1.69" Flow Length=431' Tc=46.3 min CN=66 1.15 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 5.32% Impervious, Inflow Depth = 1.45" for 50-yr event Inflow = 1.87 cfs @ 12.69 hrs, Volume= 13,096 cf Primary = 1.87 cfs @ 12.69 hrs, Volume= 13,096 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=108,677 sf 1.87 cfs 1.87 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point #1 Inflow Area = 53,813 sf, 4.45% Impervious, Inflow Depth = 1.20" for 50-yr event Inflow = 0.73 cfs @ 12.72 hrs, Volume= 5,383 cf Primary = 0.73 cfs @ 12.72 hrs, Volume= 5,383 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point #1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=53,813 sf 0.73 cfs 0.73 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point #2 Inflow Area = 54,864 sf, 6.17% Impervious, Inflow Depth = 1.69" for 50-yr event Inflow = 1.15 cfs @ 12.67 hrs, Volume= 7,713 cf Primary = 1.15 cfs @ 12.67 hrs, Volume= 7,713 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point #2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=54,864 sf 1.15 cfs 1.15 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=53,813 sf 4.45% Impervious Runoff Depth=1.66"Subcatchment 1S: Exist. Site Flow Length=436' Tc=47.1 min CN=59 Runoff=1.08 cfs 7,455 cf Runoff Area=54,864 sf 6.17% Impervious Runoff Depth=2.23"Subcatchment 2S: Exist. Site Flow Length=431' Tc=46.3 min CN=66 Runoff=1.58 cfs 10,218 cf Inflow=2.66 cfs 17,672 cfPond 0: Combined Flows Primary=2.66 cfs 17,672 cf Inflow=1.08 cfs 7,455 cfPond 1P: Design Point #1 Primary=1.08 cfs 7,455 cf Inflow=1.58 cfs 10,218 cfPond 2P: Design Point #2 Primary=1.58 cfs 10,218 cf Total Runoff Area = 108,677 sf Runoff Volume = 17,672 cf Average Runoff Depth = 1.95" 94.68% Pervious = 102,894 sf 5.32% Impervious = 5,783 sf NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Exist. Site Runoff = 1.08 cfs @ 12.70 hrs, Volume= 7,455 cf, Depth= 1.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 45,313 55 Woods, Good, HSG B 6,103 77 Woods, Good, HSG D 2,397 98 Paved parking, HSG B 53,813 59 Weighted Average 51,416 95.55% Pervious Area 2,397 4.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 44 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 20.1 56 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.3 42 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 72 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 222 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.1 436 Total NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=53,813 sf Runoff Volume=7,455 cf Runoff Depth=1.66" Flow Length=436' Tc=47.1 min CN=59 1.08 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Exist. Site Runoff = 1.58 cfs @ 12.65 hrs, Volume= 10,218 cf, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 30,296 55 Woods, Good, HSG B 21,182 77 Woods, Good, HSG D 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 54,864 66 Weighted Average 51,478 93.83% Pervious Area 3,386 6.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.4 51 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 108 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 68 0.1500 1.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 55 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 49 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.3 431 Total NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: Exist. Site Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=54,864 sf Runoff Volume=10,218 cf Runoff Depth=2.23" Flow Length=431' Tc=46.3 min CN=66 1.58 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 5.32% Impervious, Inflow Depth = 1.95" for 100-yr event Inflow = 2.66 cfs @ 12.68 hrs, Volume= 17,672 cf Primary = 2.66 cfs @ 12.68 hrs, Volume= 17,672 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=108,677 sf 2.66 cfs 2.66 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point #1 Inflow Area = 53,813 sf, 4.45% Impervious, Inflow Depth = 1.66" for 100-yr event Inflow = 1.08 cfs @ 12.70 hrs, Volume= 7,455 cf Primary = 1.08 cfs @ 12.70 hrs, Volume= 7,455 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point #1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=53,813 sf 1.08 cfs 1.08 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Existing_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point #2 Inflow Area = 54,864 sf, 6.17% Impervious, Inflow Depth = 2.23" for 100-yr event Inflow = 1.58 cfs @ 12.65 hrs, Volume= 10,218 cf Primary = 1.58 cfs @ 12.65 hrs, Volume= 10,218 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point #2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=54,864 sf 1.58 cfs 1.58 cfs Multi-Event TablesExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Exist. Site Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.23 2,223 0.50 25-yr 4.26 0.47 3,762 0.84 50-yr 4.94 0.73 5,383 1.20 100-yr 5.72 1.08 7,455 1.66 Multi-Event TablesExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 2S: Exist. Site Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.48 3,684 0.81 25-yr 4.26 0.81 5,690 1.24 50-yr 4.94 1.15 7,713 1.69 100-yr 5.72 1.58 10,218 2.23 Multi-Event TablesExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 0: Combined Flows Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.70 0.70 0.00 0 25-yr 1.27 1.27 0.00 0 50-yr 1.87 1.87 0.00 0 100-yr 2.66 2.66 0.00 0 Multi-Event TablesExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 1P: Design Point #1 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.23 0.23 0.00 0 25-yr 0.47 0.47 0.00 0 50-yr 0.73 0.73 0.00 0 100-yr 1.08 1.08 0.00 0 Multi-Event TablesExisting_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 2P: Design Point #2 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.48 0.48 0.00 0 25-yr 0.81 0.81 0.00 0 50-yr 1.15 1.15 0.00 0 100-yr 1.58 1.58 0.00 0 Table of ContentsProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (all nodes) 10-yr Event 3 Node Listing 4 Subcat 1.1S: Western Portion 6 Subcat 1.2S: West Roof & Driveway 7 Subcat 2.1S: East Roof & Back Yard 8 Subcat 2.2S: Eastern Portion 10 Pond 0: Combined Flows 11 Pond 1P: Design Point 1 12 Pond 2P: Design Point 2 13 Pond 3.1P: Sedimentation Basin 14 Pond 3P: Infiltration Basin 16 Pond 4P: Rain Garden 25-yr Event 18 Node Listing 19 Subcat 1.1S: Western Portion 21 Subcat 1.2S: West Roof & Driveway 22 Subcat 2.1S: East Roof & Back Yard 23 Subcat 2.2S: Eastern Portion 25 Pond 0: Combined Flows 26 Pond 1P: Design Point 1 27 Pond 2P: Design Point 2 28 Pond 3.1P: Sedimentation Basin 29 Pond 3P: Infiltration Basin 31 Pond 4P: Rain Garden 50-yr Event 33 Node Listing 34 Subcat 1.1S: Western Portion 36 Subcat 1.2S: West Roof & Driveway 37 Subcat 2.1S: East Roof & Back Yard 38 Subcat 2.2S: Eastern Portion 40 Pond 0: Combined Flows 41 Pond 1P: Design Point 1 42 Pond 2P: Design Point 2 43 Pond 3.1P: Sedimentation Basin 44 Pond 3P: Infiltration Basin 46 Pond 4P: Rain Garden 100-yr Event 48 Node Listing 49 Subcat 1.1S: Western Portion 51 Subcat 1.2S: West Roof & Driveway 52 Subcat 2.1S: East Roof & Back Yard 53 Subcat 2.2S: Eastern Portion 55 Pond 0: Combined Flows Table of ContentsProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC 56 Pond 1P: Design Point 1 57 Pond 2P: Design Point 2 58 Pond 3.1P: Sedimentation Basin 59 Pond 3P: Infiltration Basin 61 Pond 4P: Rain Garden Multi-Event Tables 63 Subcat 1.1S: Western Portion 64 Subcat 1.2S: West Roof & Driveway 65 Subcat 2.1S: East Roof & Back Yard 66 Subcat 2.2S: Eastern Portion 67 Pond 0: Combined Flows 68 Pond 1P: Design Point 1 69 Pond 2P: Design Point 2 70 Pond 3.1P: Sedimentation Basin 71 Pond 3P: Infiltration Basin 72 Pond 4P: Rain Garden 1.1S Western Portion 1.2S West Roof & Driveway 2.1S East Roof & Back Yard 2.2S Eastern Portion 0 Combined Flows 1P Design Point 1 2P Design Point 2 3.1P CB Sedimentation Basin3P Infiltration Basin 4P Rain Garden Routing Diagram for Proposed_Conditions Prepared by {enter your company name here}, Printed 8/4/2022 HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 3,934 69 50-75% Grass cover, Fair, HSG B (2.1S) 2,590 61 Pasture/grassland/range, Good, HSG B (1.2S) 5,931 98 Paved parking, HSG B (1.1S, 1.2S, 2.2S) 6,035 98 Roofs, HSG B (1.2S, 2.1S, 2.2S) 62,924 55 Woods, Good, HSG B (1.1S, 2.2S) 27,263 77 Woods, Good, HSG D (1.1S, 2.2S) 108,677 66 TOTAL AREA NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=45,419 sf 6.25% Impervious Runoff Depth=0.58"Subcatchment 1.1S: Western Portion Flow Length=453' Tc=45.7 min CN=61 Runoff=0.25 cfs 2,185 cf Runoff Area=6,118 sf 57.67% Impervious Runoff Depth=1.79"Subcatchment 1.2S: West Roof & Driveway Flow Length=170' Tc=2.0 min CN=82 Runoff=0.40 cfs 913 cf Runoff Area=6,149 sf 36.02% Impervious Runoff Depth=1.57"Subcatchment 2.1S: East Roof & Back Yard Flow Length=132' Tc=48.9 min CN=79 Runoff=0.12 cfs 806 cf Runoff Area=50,991 sf 6.64% Impervious Runoff Depth=0.86"Subcatchment 2.2S: Eastern Portion Flow Length=414' Tc=46.5 min CN=67 Runoff=0.48 cfs 3,636 cf Inflow=0.72 cfs 5,821 cfPond 0: Combined Flows Primary=0.72 cfs 5,821 cf Inflow=0.25 cfs 2,185 cfPond 1P: Design Point 1 Primary=0.25 cfs 2,185 cf Inflow=0.48 cfs 3,636 cfPond 2P: Design Point 2 Primary=0.48 cfs 3,636 cf Peak Elev=366.62' Inflow=0.40 cfs 913 cfPond 3.1P: Sedimentation Basin Outflow=0.40 cfs 913 cf Peak Elev=365.17' Storage=312 cf Inflow=0.40 cfs 913 cfPond 3P: Infiltration Basin Discarded=0.05 cfs 913 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 913 cf Peak Elev=361.11' Storage=4 cf Inflow=0.12 cfs 806 cfPond 4P: Rain Garden Discarded=0.11 cfs 806 cf Primary=0.00 cfs 0 cf Outflow=0.11 cfs 806 cf Total Runoff Area = 108,677 sf Runoff Volume = 7,540 cf Average Runoff Depth = 0.83" 88.99% Pervious = 96,711 sf 11.01% Impervious = 11,966 sf NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.1S: Western Portion Runoff = 0.25 cfs @ 12.75 hrs, Volume= 2,185 cf, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 36,487 55 Woods, Good, HSG B 6,095 77 Woods, Good, HSG D 2,837 98 Paved parking, HSG B 45,419 61 Weighted Average 42,582 93.75% Pervious Area 2,837 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.6 71 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 127 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 135 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 45.7 453 Total NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1.1S: Western Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=45,419 sf Runoff Volume=2,185 cf Runoff Depth=0.58" Flow Length=453' Tc=45.7 min CN=61 0.25 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.2S: West Roof & Driveway Runoff = 0.40 cfs @ 11.99 hrs, Volume= 913 cf, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 1,336 98 Roofs, HSG B 2,192 98 Paved parking, HSG B 2,590 61 Pasture/grassland/range, Good, HSG B 6,118 82 Weighted Average 2,590 42.33% Pervious Area 3,528 57.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 47 0.0700 0.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 0.25" 0.6 123 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 170 Total Subcatchment 1.2S: West Roof & Driveway Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=6,118 sf Runoff Volume=913 cf Runoff Depth=1.79" Flow Length=170' Tc=2.0 min CN=82 0.40 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.1S: East Roof & Back Yard Runoff = 0.12 cfs @ 12.66 hrs, Volume= 806 cf, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 2,215 98 Roofs, HSG B 3,934 69 50-75% Grass cover, Fair, HSG B 6,149 79 Weighted Average 3,934 63.98% Pervious Area 2,215 36.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 81 0.0500 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 3.7 19 0.5000 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 0.25" 0.2 32 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.9 132 Total Subcatchment 2.1S: East Roof & Back Yard Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.13 0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=6,149 sf Runoff Volume=806 cf Runoff Depth=1.57" Flow Length=132' Tc=48.9 min CN=79 0.12 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.2S: Eastern Portion Runoff = 0.48 cfs @ 12.70 hrs, Volume= 3,636 cf, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Area (sf) CN Description 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 21,168 77 Woods, Good, HSG D 26,437 55 Woods, Good, HSG B 50,991 67 Weighted Average 47,605 93.36% Pervious Area 3,386 6.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 47 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 19.2 53 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 1.5 194 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 50 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 50 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.5 414 Total NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2.2S: Eastern Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51" Runoff Area=50,991 sf Runoff Volume=3,636 cf Runoff Depth=0.86" Flow Length=414' Tc=46.5 min CN=67 0.48 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 11.01% Impervious, Inflow Depth = 0.64" for 10-yr event Inflow = 0.72 cfs @ 12.72 hrs, Volume= 5,821 cf Primary = 0.72 cfs @ 12.72 hrs, Volume= 5,821 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=108,677 sf 0.72 cfs 0.72 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point 1 Inflow Area = 51,537 sf, 12.35% Impervious, Inflow Depth = 0.51" for 10-yr event Inflow = 0.25 cfs @ 12.75 hrs, Volume= 2,185 cf Primary = 0.25 cfs @ 12.75 hrs, Volume= 2,185 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point 1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=51,537 sf 0.25 cfs 0.25 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point 2 Inflow Area = 57,140 sf, 9.80% Impervious, Inflow Depth = 0.76" for 10-yr event Inflow = 0.48 cfs @ 12.70 hrs, Volume= 3,636 cf Primary = 0.48 cfs @ 12.70 hrs, Volume= 3,636 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point 2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=57,140 sf 0.48 cfs 0.48 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3.1P: Sedimentation Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 1.79" for 10-yr event Inflow = 0.40 cfs @ 11.99 hrs, Volume= 913 cf Outflow = 0.40 cfs @ 11.99 hrs, Volume= 913 cf, Atten= 0%, Lag= 0.0 min Primary = 0.40 cfs @ 11.99 hrs, Volume= 913 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 366.62' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 366.50'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.38 cfs @ 11.99 hrs HW=366.61' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.38 cfs @ 0.83 fps) Pond 3.1P: Sedimentation Basin Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=6,118 sf Peak Elev=366.62' 0.40 cfs 0.40 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 1.79" for 10-yr event Inflow = 0.40 cfs @ 11.99 hrs, Volume= 913 cf Outflow = 0.05 cfs @ 12.55 hrs, Volume= 913 cf, Atten= 87%, Lag= 33.5 min Discarded = 0.05 cfs @ 12.55 hrs, Volume= 913 cf Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 365.17' @ 12.55 hrs Surf.Area= 379 sf Storage= 312 cf Plug-Flow detention time= 49.0 min calculated for 912 cf (100% of inflow) Center-of-Mass det. time= 49.0 min ( 883.8 - 834.9 ) Volume Invert Avail.Storage Storage Description #1 364.00' 693 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 364.00 153 0 0 366.00 540 693 693 Device Routing Invert Outlet Devices #1 Discarded 364.00'6.000 in/hr Exfiltration over Surface area #2 Primary 366.00'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 12.55 hrs HW=365.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=364.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=6,118 sf Peak Elev=365.17' Storage=312 cf 0.40 cfs 0.05 cfs 0.05 cfs 0.00 cfs NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Rain Garden Inflow Area = 6,149 sf, 36.02% Impervious, Inflow Depth = 1.57" for 10-yr event Inflow = 0.12 cfs @ 12.66 hrs, Volume= 806 cf Outflow = 0.11 cfs @ 12.55 hrs, Volume= 806 cf, Atten= 5%, Lag= 0.0 min Discarded = 0.11 cfs @ 12.55 hrs, Volume= 806 cf Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 361.11' @ 12.79 hrs Surf.Area= 192 sf Storage= 4 cf Plug-Flow detention time= 0.2 min calculated for 805 cf (100% of inflow) Center-of-Mass det. time= 0.2 min ( 888.4 - 888.2 ) Volume Invert Avail.Storage Storage Description #1 361.00' 377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 361.00 192 0.0 0 0 361.50 192 20.0 19 19 362.50 192 40.0 77 96 363.50 369 100.0 281 377 Device Routing Invert Outlet Devices #1 Discarded 361.00'25.000 in/hr Exfiltration over Surface area #2 Primary 362.50'6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.11 cfs @ 12.55 hrs HW=361.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=361.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) NY - Assembly Point 24-hr S1 10-yr Rainfall=3.51"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 4P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=6,149 sf Peak Elev=361.11' Storage=4 cf 0.12 cfs 0.11 cfs 0.11 cfs 0.00 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=45,419 sf 6.25% Impervious Runoff Depth=0.95"Subcatchment 1.1S: Western Portion Flow Length=453' Tc=45.7 min CN=61 Runoff=0.47 cfs 3,588 cf Runoff Area=6,118 sf 57.67% Impervious Runoff Depth=2.43"Subcatchment 1.2S: West Roof & Driveway Flow Length=170' Tc=2.0 min CN=82 Runoff=0.54 cfs 1,237 cf Runoff Area=6,149 sf 36.02% Impervious Runoff Depth=2.18"Subcatchment 2.1S: East Roof & Back Yard Flow Length=132' Tc=48.9 min CN=79 Runoff=0.17 cfs 1,115 cf Runoff Area=50,991 sf 6.64% Impervious Runoff Depth=1.31"Subcatchment 2.2S: Eastern Portion Flow Length=414' Tc=46.5 min CN=67 Runoff=0.80 cfs 5,558 cf Inflow=1.27 cfs 9,146 cfPond 0: Combined Flows Primary=1.27 cfs 9,146 cf Inflow=0.47 cfs 3,588 cfPond 1P: Design Point 1 Primary=0.47 cfs 3,588 cf Inflow=0.80 cfs 5,558 cfPond 2P: Design Point 2 Primary=0.80 cfs 5,558 cf Peak Elev=366.65' Inflow=0.54 cfs 1,237 cfPond 3.1P: Sedimentation Basin Outflow=0.54 cfs 1,237 cf Peak Elev=365.55' Storage=471 cf Inflow=0.54 cfs 1,237 cfPond 3P: Infiltration Basin Discarded=0.06 cfs 1,237 cf Primary=0.00 cfs 0 cf Outflow=0.06 cfs 1,237 cf Peak Elev=362.45' Storage=92 cf Inflow=0.17 cfs 1,115 cfPond 4P: Rain Garden Discarded=0.11 cfs 1,115 cf Primary=0.00 cfs 0 cf Outflow=0.11 cfs 1,115 cf Total Runoff Area = 108,677 sf Runoff Volume = 11,499 cf Average Runoff Depth = 1.27" 88.99% Pervious = 96,711 sf 11.01% Impervious = 11,966 sf NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.1S: Western Portion Runoff = 0.47 cfs @ 12.71 hrs, Volume= 3,588 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 36,487 55 Woods, Good, HSG B 6,095 77 Woods, Good, HSG D 2,837 98 Paved parking, HSG B 45,419 61 Weighted Average 42,582 93.75% Pervious Area 2,837 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.6 71 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 127 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 135 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 45.7 453 Total NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1.1S: Western Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=45,419 sf Runoff Volume=3,588 cf Runoff Depth=0.95" Flow Length=453' Tc=45.7 min CN=61 0.47 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.2S: West Roof & Driveway Runoff = 0.54 cfs @ 11.99 hrs, Volume= 1,237 cf, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 1,336 98 Roofs, HSG B 2,192 98 Paved parking, HSG B 2,590 61 Pasture/grassland/range, Good, HSG B 6,118 82 Weighted Average 2,590 42.33% Pervious Area 3,528 57.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 47 0.0700 0.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 0.25" 0.6 123 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 170 Total Subcatchment 1.2S: West Roof & Driveway Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=6,118 sf Runoff Volume=1,237 cf Runoff Depth=2.43" Flow Length=170' Tc=2.0 min CN=82 0.54 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.1S: East Roof & Back Yard Runoff = 0.17 cfs @ 12.66 hrs, Volume= 1,115 cf, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 2,215 98 Roofs, HSG B 3,934 69 50-75% Grass cover, Fair, HSG B 6,149 79 Weighted Average 3,934 63.98% Pervious Area 2,215 36.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 81 0.0500 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 3.7 19 0.5000 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 0.25" 0.2 32 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.9 132 Total Subcatchment 2.1S: East Roof & Back Yard Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=6,149 sf Runoff Volume=1,115 cf Runoff Depth=2.18" Flow Length=132' Tc=48.9 min CN=79 0.17 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.2S: Eastern Portion Runoff = 0.80 cfs @ 12.67 hrs, Volume= 5,558 cf, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Area (sf) CN Description 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 21,168 77 Woods, Good, HSG D 26,437 55 Woods, Good, HSG B 50,991 67 Weighted Average 47,605 93.36% Pervious Area 3,386 6.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 47 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 19.2 53 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 1.5 194 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 50 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 50 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.5 414 Total NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2.2S: Eastern Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26" Runoff Area=50,991 sf Runoff Volume=5,558 cf Runoff Depth=1.31" Flow Length=414' Tc=46.5 min CN=67 0.80 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 11.01% Impervious, Inflow Depth = 1.01" for 25-yr event Inflow = 1.27 cfs @ 12.69 hrs, Volume= 9,146 cf Primary = 1.27 cfs @ 12.69 hrs, Volume= 9,146 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=108,677 sf 1.27 cfs 1.27 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point 1 Inflow Area = 51,537 sf, 12.35% Impervious, Inflow Depth = 0.84" for 25-yr event Inflow = 0.47 cfs @ 12.71 hrs, Volume= 3,588 cf Primary = 0.47 cfs @ 12.71 hrs, Volume= 3,588 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point 1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=51,537 sf 0.47 cfs 0.47 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point 2 Inflow Area = 57,140 sf, 9.80% Impervious, Inflow Depth = 1.17" for 25-yr event Inflow = 0.80 cfs @ 12.67 hrs, Volume= 5,558 cf Primary = 0.80 cfs @ 12.67 hrs, Volume= 5,558 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point 2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=57,140 sf 0.80 cfs 0.80 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3.1P: Sedimentation Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 2.43" for 25-yr event Inflow = 0.54 cfs @ 11.99 hrs, Volume= 1,237 cf Outflow = 0.54 cfs @ 11.99 hrs, Volume= 1,237 cf, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 11.99 hrs, Volume= 1,237 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 366.65' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 366.50'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.51 cfs @ 11.99 hrs HW=366.64' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.51 cfs @ 0.92 fps) Pond 3.1P: Sedimentation Basin Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=366.65' 0.54 cfs 0.54 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 2.43" for 25-yr event Inflow = 0.54 cfs @ 11.99 hrs, Volume= 1,237 cf Outflow = 0.06 cfs @ 12.56 hrs, Volume= 1,237 cf, Atten= 88%, Lag= 34.4 min Discarded = 0.06 cfs @ 12.56 hrs, Volume= 1,237 cf Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 365.55' @ 12.56 hrs Surf.Area= 453 sf Storage= 471 cf Plug-Flow detention time= 66.2 min calculated for 1,235 cf (100% of inflow) Center-of-Mass det. time= 66.1 min ( 889.4 - 823.3 ) Volume Invert Avail.Storage Storage Description #1 364.00' 693 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 364.00 153 0 0 366.00 540 693 693 Device Routing Invert Outlet Devices #1 Discarded 364.00'6.000 in/hr Exfiltration over Surface area #2 Primary 366.00'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 12.56 hrs HW=365.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=364.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=365.55' Storage=471 cf 0.54 cfs 0.06 cfs 0.06 cfs 0.00 cfs NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Rain Garden Inflow Area = 6,149 sf, 36.02% Impervious, Inflow Depth = 2.18" for 25-yr event Inflow = 0.17 cfs @ 12.66 hrs, Volume= 1,115 cf Outflow = 0.11 cfs @ 12.35 hrs, Volume= 1,115 cf, Atten= 33%, Lag= 0.0 min Discarded = 0.11 cfs @ 12.35 hrs, Volume= 1,115 cf Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 362.45' @ 13.07 hrs Surf.Area= 192 sf Storage= 92 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.0 min ( 879.7 - 875.8 ) Volume Invert Avail.Storage Storage Description #1 361.00' 377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 361.00 192 0.0 0 0 361.50 192 20.0 19 19 362.50 192 40.0 77 96 363.50 369 100.0 281 377 Device Routing Invert Outlet Devices #1 Discarded 361.00'25.000 in/hr Exfiltration over Surface area #2 Primary 362.50'6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.11 cfs @ 12.35 hrs HW=361.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=361.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) NY - Assembly Point 24-hr S1 25-yr Rainfall=4.26"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 4P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=6,149 sf Peak Elev=362.45' Storage=92 cf 0.17 cfs 0.11 cfs 0.11 cfs 0.00 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=45,419 sf 6.25% Impervious Runoff Depth=1.33"Subcatchment 1.1S: Western Portion Flow Length=453' Tc=45.7 min CN=61 Runoff=0.72 cfs 5,046 cf Runoff Area=6,118 sf 57.67% Impervious Runoff Depth=3.03"Subcatchment 1.2S: West Roof & Driveway Flow Length=170' Tc=2.0 min CN=82 Runoff=0.68 cfs 1,542 cf Runoff Area=6,149 sf 36.02% Impervious Runoff Depth=2.75"Subcatchment 2.1S: East Roof & Back Yard Flow Length=132' Tc=48.9 min CN=79 Runoff=0.21 cfs 1,409 cf Runoff Area=50,991 sf 6.64% Impervious Runoff Depth=1.76"Subcatchment 2.2S: Eastern Portion Flow Length=414' Tc=46.5 min CN=67 Runoff=1.12 cfs 7,484 cf Inflow=1.95 cfs 12,645 cfPond 0: Combined Flows Primary=1.95 cfs 12,645 cf Inflow=0.72 cfs 5,046 cfPond 1P: Design Point 1 Primary=0.72 cfs 5,046 cf Inflow=1.23 cfs 7,599 cfPond 2P: Design Point 2 Primary=1.23 cfs 7,599 cf Peak Elev=366.67' Inflow=0.68 cfs 1,542 cfPond 3.1P: Sedimentation Basin Outflow=0.68 cfs 1,542 cf Peak Elev=365.88' Storage=628 cf Inflow=0.68 cfs 1,542 cfPond 3P: Infiltration Basin Discarded=0.07 cfs 1,542 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 1,542 cf Peak Elev=362.54' Storage=103 cf Inflow=0.21 cfs 1,409 cfPond 4P: Rain Garden Discarded=0.12 cfs 1,295 cf Primary=0.12 cfs 114 cf Outflow=0.23 cfs 1,409 cf Total Runoff Area = 108,677 sf Runoff Volume = 15,482 cf Average Runoff Depth = 1.71" 88.99% Pervious = 96,711 sf 11.01% Impervious = 11,966 sf NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.1S: Western Portion Runoff = 0.72 cfs @ 12.69 hrs, Volume= 5,046 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 36,487 55 Woods, Good, HSG B 6,095 77 Woods, Good, HSG D 2,837 98 Paved parking, HSG B 45,419 61 Weighted Average 42,582 93.75% Pervious Area 2,837 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.6 71 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 127 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 135 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 45.7 453 Total NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1.1S: Western Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=45,419 sf Runoff Volume=5,046 cf Runoff Depth=1.33" Flow Length=453' Tc=45.7 min CN=61 0.72 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.2S: West Roof & Driveway Runoff = 0.68 cfs @ 11.99 hrs, Volume= 1,542 cf, Depth= 3.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 1,336 98 Roofs, HSG B 2,192 98 Paved parking, HSG B 2,590 61 Pasture/grassland/range, Good, HSG B 6,118 82 Weighted Average 2,590 42.33% Pervious Area 3,528 57.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 47 0.0700 0.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 0.25" 0.6 123 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 170 Total Subcatchment 1.2S: West Roof & Driveway Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=6,118 sf Runoff Volume=1,542 cf Runoff Depth=3.03" Flow Length=170' Tc=2.0 min CN=82 0.68 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.1S: East Roof & Back Yard Runoff = 0.21 cfs @ 12.65 hrs, Volume= 1,409 cf, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 2,215 98 Roofs, HSG B 3,934 69 50-75% Grass cover, Fair, HSG B 6,149 79 Weighted Average 3,934 63.98% Pervious Area 2,215 36.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 81 0.0500 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 3.7 19 0.5000 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 0.25" 0.2 32 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.9 132 Total Subcatchment 2.1S: East Roof & Back Yard Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=6,149 sf Runoff Volume=1,409 cf Runoff Depth=2.75" Flow Length=132' Tc=48.9 min CN=79 0.21 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.2S: Eastern Portion Runoff = 1.12 cfs @ 12.66 hrs, Volume= 7,484 cf, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Area (sf) CN Description 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 21,168 77 Woods, Good, HSG D 26,437 55 Woods, Good, HSG B 50,991 67 Weighted Average 47,605 93.36% Pervious Area 3,386 6.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 47 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 19.2 53 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 1.5 194 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 50 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 50 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.5 414 Total NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2.2S: Eastern Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94" Runoff Area=50,991 sf Runoff Volume=7,484 cf Runoff Depth=1.76" Flow Length=414' Tc=46.5 min CN=67 1.12 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 11.01% Impervious, Inflow Depth = 1.40" for 50-yr event Inflow = 1.95 cfs @ 12.71 hrs, Volume= 12,645 cf Primary = 1.95 cfs @ 12.71 hrs, Volume= 12,645 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=108,677 sf 1.95 cfs 1.95 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point 1 Inflow Area = 51,537 sf, 12.35% Impervious, Inflow Depth = 1.17" for 50-yr event Inflow = 0.72 cfs @ 12.69 hrs, Volume= 5,046 cf Primary = 0.72 cfs @ 12.69 hrs, Volume= 5,046 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point 1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=51,537 sf 0.72 cfs 0.72 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point 2 Inflow Area = 57,140 sf, 9.80% Impervious, Inflow Depth = 1.60" for 50-yr event Inflow = 1.23 cfs @ 12.71 hrs, Volume= 7,599 cf Primary = 1.23 cfs @ 12.71 hrs, Volume= 7,599 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point 2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=57,140 sf 1.23 cfs 1.23 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3.1P: Sedimentation Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 3.03" for 50-yr event Inflow = 0.68 cfs @ 11.99 hrs, Volume= 1,542 cf Outflow = 0.68 cfs @ 11.99 hrs, Volume= 1,542 cf, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 11.99 hrs, Volume= 1,542 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 366.67' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 366.50'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.64 cfs @ 11.99 hrs HW=366.66' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.64 cfs @ 0.98 fps) Pond 3.1P: Sedimentation Basin Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=366.67' 0.68 cfs 0.68 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 3.03" for 50-yr event Inflow = 0.68 cfs @ 11.99 hrs, Volume= 1,542 cf Outflow = 0.07 cfs @ 12.57 hrs, Volume= 1,542 cf, Atten= 89%, Lag= 34.8 min Discarded = 0.07 cfs @ 12.57 hrs, Volume= 1,542 cf Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 365.88' @ 12.57 hrs Surf.Area= 516 sf Storage= 628 cf Plug-Flow detention time= 80.8 min calculated for 1,542 cf (100% of inflow) Center-of-Mass det. time= 80.8 min ( 896.1 - 815.3 ) Volume Invert Avail.Storage Storage Description #1 364.00' 693 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 364.00 153 0 0 366.00 540 693 693 Device Routing Invert Outlet Devices #1 Discarded 364.00'6.000 in/hr Exfiltration over Surface area #2 Primary 366.00'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.07 cfs @ 12.57 hrs HW=365.88' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=364.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 45HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=365.88' Storage=628 cf 0.68 cfs 0.07 cfs 0.07 cfs 0.00 cfs NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 46HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Rain Garden Inflow Area = 6,149 sf, 36.02% Impervious, Inflow Depth = 2.75" for 50-yr event Inflow = 0.21 cfs @ 12.65 hrs, Volume= 1,409 cf Outflow = 0.23 cfs @ 12.72 hrs, Volume= 1,409 cf, Atten= 0%, Lag= 3.8 min Discarded = 0.12 cfs @ 12.72 hrs, Volume= 1,295 cf Primary = 0.12 cfs @ 12.72 hrs, Volume= 114 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 362.54' @ 12.70 hrs Surf.Area= 198 sf Storage= 103 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.7 min ( 871.9 - 867.2 ) Volume Invert Avail.Storage Storage Description #1 361.00' 377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 361.00 192 0.0 0 0 361.50 192 20.0 19 19 362.50 192 40.0 77 96 363.50 369 100.0 281 377 Device Routing Invert Outlet Devices #1 Discarded 361.00'25.000 in/hr Exfiltration over Surface area #2 Primary 362.50'6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.11 cfs @ 12.72 hrs HW=362.53' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.10 cfs @ 12.72 hrs HW=362.53' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.48 fps) NY - Assembly Point 24-hr S1 50-yr Rainfall=4.94"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 47HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 4P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=6,149 sf Peak Elev=362.54' Storage=103 cf 0.21 cfs 0.23 cfs 0.12 cfs 0.12 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 48HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Time span=1.00-32.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=45,419 sf 6.25% Impervious Runoff Depth=1.82"Subcatchment 1.1S: Western Portion Flow Length=453' Tc=45.7 min CN=61 Runoff=1.04 cfs 6,891 cf Runoff Area=6,118 sf 57.67% Impervious Runoff Depth=3.73"Subcatchment 1.2S: West Roof & Driveway Flow Length=170' Tc=2.0 min CN=82 Runoff=0.84 cfs 1,902 cf Runoff Area=6,149 sf 36.02% Impervious Runoff Depth=3.43"Subcatchment 2.1S: East Roof & Back Yard Flow Length=132' Tc=48.9 min CN=79 Runoff=0.27 cfs 1,758 cf Runoff Area=50,991 sf 6.64% Impervious Runoff Depth=2.32"Subcatchment 2.2S: Eastern Portion Flow Length=414' Tc=46.5 min CN=67 Runoff=1.53 cfs 9,862 cf Inflow=2.72 cfs 17,170 cfPond 0: Combined Flows Primary=2.72 cfs 17,170 cf Inflow=1.04 cfs 7,028 cfPond 1P: Design Point 1 Primary=1.04 cfs 7,028 cf Inflow=1.68 cfs 10,142 cfPond 2P: Design Point 2 Primary=1.68 cfs 10,142 cf Peak Elev=366.69' Inflow=0.84 cfs 1,902 cfPond 3.1P: Sedimentation Basin Outflow=0.84 cfs 1,902 cf Peak Elev=366.07' Storage=693 cf Inflow=0.84 cfs 1,902 cfPond 3P: Infiltration Basin Discarded=0.08 cfs 1,764 cf Primary=0.19 cfs 138 cf Outflow=0.27 cfs 1,902 cf Peak Elev=362.55' Storage=106 cf Inflow=0.27 cfs 1,758 cfPond 4P: Rain Garden Discarded=0.12 cfs 1,478 cf Primary=0.17 cfs 280 cf Outflow=0.29 cfs 1,758 cf Total Runoff Area = 108,677 sf Runoff Volume = 20,412 cf Average Runoff Depth = 2.25" 88.99% Pervious = 96,711 sf 11.01% Impervious = 11,966 sf NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 49HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.1S: Western Portion Runoff = 1.04 cfs @ 12.67 hrs, Volume= 6,891 cf, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 36,487 55 Woods, Good, HSG B 6,095 77 Woods, Good, HSG D 2,837 98 Paved parking, HSG B 45,419 61 Weighted Average 42,582 93.75% Pervious Area 2,837 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 40 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 21.2 60 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 0.6 71 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 127 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 20 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 135 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 45.7 453 Total NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 50HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 1.1S: Western Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=45,419 sf Runoff Volume=6,891 cf Runoff Depth=1.82" Flow Length=453' Tc=45.7 min CN=61 1.04 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 51HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1.2S: West Roof & Driveway Runoff = 0.84 cfs @ 11.99 hrs, Volume= 1,902 cf, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 1,336 98 Roofs, HSG B 2,192 98 Paved parking, HSG B 2,590 61 Pasture/grassland/range, Good, HSG B 6,118 82 Weighted Average 2,590 42.33% Pervious Area 3,528 57.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 47 0.0700 0.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 0.25" 0.6 123 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 170 Total Subcatchment 1.2S: West Roof & Driveway Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=6,118 sf Runoff Volume=1,902 cf Runoff Depth=3.73" Flow Length=170' Tc=2.0 min CN=82 0.84 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 52HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.1S: East Roof & Back Yard Runoff = 0.27 cfs @ 12.65 hrs, Volume= 1,758 cf, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 2,215 98 Roofs, HSG B 3,934 69 50-75% Grass cover, Fair, HSG B 6,149 79 Weighted Average 3,934 63.98% Pervious Area 2,215 36.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 81 0.0500 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 3.7 19 0.5000 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 0.25" 0.2 32 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 48.9 132 Total Subcatchment 2.1S: East Roof & Back Yard Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=6,149 sf Runoff Volume=1,758 cf Runoff Depth=3.43" Flow Length=132' Tc=48.9 min CN=79 0.27 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 53HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2.2S: Eastern Portion Runoff = 1.53 cfs @ 12.65 hrs, Volume= 9,862 cf, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Area (sf) CN Description 2,484 98 Roofs, HSG B 902 98 Paved parking, HSG B 21,168 77 Woods, Good, HSG D 26,437 55 Woods, Good, HSG B 50,991 67 Weighted Average 47,605 93.36% Pervious Area 3,386 6.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 47 0.0800 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 19.2 53 0.1800 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 0.25" 1.5 194 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 50 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 50 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 46.5 414 Total NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 54HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Subcatchment 2.2S: Eastern Portion Runoff Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72" Runoff Area=50,991 sf Runoff Volume=9,862 cf Runoff Depth=2.32" Flow Length=414' Tc=46.5 min CN=67 1.53 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 55HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 0: Combined Flows Inflow Area = 108,677 sf, 11.01% Impervious, Inflow Depth = 1.90" for 100-yr event Inflow = 2.72 cfs @ 12.66 hrs, Volume= 17,170 cf Primary = 2.72 cfs @ 12.66 hrs, Volume= 17,170 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 0: Combined Flows Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)3 2 1 0 Inflow Area=108,677 sf 2.72 cfs 2.72 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 56HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Design Point 1 Inflow Area = 51,537 sf, 12.35% Impervious, Inflow Depth = 1.64" for 100-yr event Inflow = 1.04 cfs @ 12.65 hrs, Volume= 7,028 cf Primary = 1.04 cfs @ 12.65 hrs, Volume= 7,028 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 1P: Design Point 1 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=51,537 sf 1.04 cfs 1.04 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 57HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Design Point 2 Inflow Area = 57,140 sf, 9.80% Impervious, Inflow Depth = 2.13" for 100-yr event Inflow = 1.68 cfs @ 12.63 hrs, Volume= 10,142 cf Primary = 1.68 cfs @ 12.63 hrs, Volume= 10,142 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Pond 2P: Design Point 2 Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=57,140 sf 1.68 cfs 1.68 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 58HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3.1P: Sedimentation Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 3.73" for 100-yr event Inflow = 0.84 cfs @ 11.99 hrs, Volume= 1,902 cf Outflow = 0.84 cfs @ 11.99 hrs, Volume= 1,902 cf, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 11.99 hrs, Volume= 1,902 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 366.69' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 366.50'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.79 cfs @ 11.99 hrs HW=366.69' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.79 cfs @ 1.06 fps) Pond 3.1P: Sedimentation Basin Inflow Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=366.69' 0.84 cfs 0.84 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 59HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 6,118 sf, 57.67% Impervious, Inflow Depth = 3.73" for 100-yr event Inflow = 0.84 cfs @ 11.99 hrs, Volume= 1,902 cf Outflow = 0.27 cfs @ 12.26 hrs, Volume= 1,902 cf, Atten= 68%, Lag= 16.4 min Discarded = 0.08 cfs @ 12.25 hrs, Volume= 1,764 cf Primary = 0.19 cfs @ 12.26 hrs, Volume= 138 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 366.07' @ 12.25 hrs Surf.Area= 540 sf Storage= 693 cf Plug-Flow detention time= 81.1 min calculated for 1,899 cf (100% of inflow) Center-of-Mass det. time= 81.0 min ( 888.8 - 807.9 ) Volume Invert Avail.Storage Storage Description #1 364.00' 693 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 364.00 153 0 0 366.00 540 693 693 Device Routing Invert Outlet Devices #1 Discarded 364.00'6.000 in/hr Exfiltration over Surface area #2 Primary 366.00'4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.08 cfs @ 12.25 hrs HW=366.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.17 cfs @ 12.26 hrs HW=366.07' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.63 fps) NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 60HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=6,118 sf Peak Elev=366.07' Storage=693 cf 0.84 cfs 0.27 cfs 0.08 cfs 0.19 cfs NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 61HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Rain Garden Inflow Area = 6,149 sf, 36.02% Impervious, Inflow Depth = 3.43" for 100-yr event Inflow = 0.27 cfs @ 12.65 hrs, Volume= 1,758 cf Outflow = 0.29 cfs @ 12.62 hrs, Volume= 1,758 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.12 cfs @ 12.60 hrs, Volume= 1,478 cf Primary = 0.17 cfs @ 12.62 hrs, Volume= 280 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 362.55' @ 12.60 hrs Surf.Area= 201 sf Storage= 106 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.7 min ( 863.8 - 859.2 ) Volume Invert Avail.Storage Storage Description #1 361.00' 377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 361.00 192 0.0 0 0 361.50 192 20.0 19 19 362.50 192 40.0 77 96 363.50 369 100.0 281 377 Device Routing Invert Outlet Devices #1 Discarded 361.00'25.000 in/hr Exfiltration over Surface area #2 Primary 362.50'6.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.12 cfs @ 12.60 hrs HW=362.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.16 cfs @ 12.62 hrs HW=362.55' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.56 fps) NY - Assembly Point 24-hr S1 100-yr Rainfall=5.72"Proposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 62HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Pond 4P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 3231302928272625242322212019181716151413121110987654321Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=6,149 sf Peak Elev=362.55' Storage=106 cf 0.27 cfs0.29 cfs 0.12 cfs 0.17 cfs Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 63HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 1.1S: Western Portion Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.25 2,185 0.58 25-yr 4.26 0.47 3,588 0.95 50-yr 4.94 0.72 5,046 1.33 100-yr 5.72 1.04 6,891 1.82 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 64HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 1.2S: West Roof & Driveway Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.40 913 1.79 25-yr 4.26 0.54 1,237 2.43 50-yr 4.94 0.68 1,542 3.03 100-yr 5.72 0.84 1,902 3.73 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 65HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 2.1S: East Roof & Back Yard Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.12 806 1.57 25-yr 4.26 0.17 1,115 2.18 50-yr 4.94 0.21 1,409 2.75 100-yr 5.72 0.27 1,758 3.43 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 66HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 2.2S: Eastern Portion Event Rainfall (inches) Runoff (cfs) Volume (cubic-feet) Depth (inches) 10-yr 3.51 0.48 3,636 0.86 25-yr 4.26 0.80 5,558 1.31 50-yr 4.94 1.12 7,484 1.76 100-yr 5.72 1.53 9,862 2.32 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 67HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 0: Combined Flows Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.72 0.72 0.00 0 25-yr 1.27 1.27 0.00 0 50-yr 1.95 1.95 0.00 0 100-yr 2.72 2.72 0.00 0 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 68HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 1P: Design Point 1 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.25 0.25 0.00 0 25-yr 0.47 0.47 0.00 0 50-yr 0.72 0.72 0.00 0 100-yr 1.04 1.04 0.00 0 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 69HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 2P: Design Point 2 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.48 0.48 0.00 0 25-yr 0.80 0.80 0.00 0 50-yr 1.23 1.23 0.00 0 100-yr 1.68 1.68 0.00 0 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 70HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 3.1P: Sedimentation Basin Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.40 0.40 366.62 0 25-yr 0.54 0.54 366.65 0 50-yr 0.68 0.68 366.67 0 100-yr 0.84 0.84 366.69 0 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 71HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 3P: Infiltration Basin Event Inflow (cfs) Outflow (cfs) Discarded (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.40 0.05 0.05 0.00 365.17 312 25-yr 0.54 0.06 0.06 0.00 365.55 471 50-yr 0.68 0.07 0.07 0.00 365.88 628 100-yr 0.84 0.27 0.08 0.19 366.07 693 Multi-Event TablesProposed_Conditions Printed 8/4/2022Prepared by {enter your company name here} Page 72HydroCAD® 10.10-5a s/n 00870 © 2020 HydroCAD Software Solutions LLC Events for Pond 4P: Rain Garden Event Inflow (cfs) Outflow (cfs) Discarded (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 10-yr 0.12 0.11 0.11 0.00 361.11 4 25-yr 0.17 0.11 0.11 0.00 362.45 92 50-yr 0.21 0.23 0.12 0.12 362.54 103 100-yr 0.27 0.29 0.12 0.17 362.55 106 APPENDIX E Stormwater Maintenance Agreement Revised 07/2022 (Name of Subdivision or Name of Owner of Premises) Stormwater Control Facility Maintenance Agreement WHEREAS, the TOWN OF HAGUE, a municipal corporation of the State of New York, having offices at 742 Bay Road, Queensbury, New York 12804 (Town), and (“Owner”), of (Name of Owner [natural person or business entity]) (Street Address, P.O. Box, City, State, Zip Code) are desirous of entering into an agreement to provide for long term maintenance and continuation of stormwater control measures accepted and approved by the Town for , “Project”, (Name of Subdivision, if applicable. If no subdivision, Name of Owner) , and (Site Plan Review Number) (Tax Map Parcel Number) WHEREAS, the Town and Owner agree that all stormwater control measures shall be built in accordance with the approved project plans and issued stormwater management permit (SMP), and thereafter shall be maintained, cleaned, repaired, replaced and continued in perpetuity in order to ensure optimum performance of the components of the system, NOW and THEREFORE, the Town and Owner agree as follows: 1. This agreement shall bind the Town and Owner, and their successors and assigns, to the maintenance provisions depicted in the approved project plans and consistent with the SMP issued and on file with the Town. 2. Owner shall maintain, clean, repair, replace and continue the stormwater control measures as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes, culverts, soil absorption devices and retention ponds. 3. Owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses amongst parties for any commonly owned facilities as then the project area intended by the SMP. 4. Owner shall provide for the periodic inspection of the stormwater control measures not less than once in every five-year period to determine the condition and integrity of the measures. Such John Arcuri 2 West Ave. Apt. 409, Saratoga, New York 12866 John Arcuri 239.7-1-42 John Arcuri inspection shall be performed by a professional engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the Town within 30 days of the inspection a written report of findings including recommendations for those actions necessary for the continuation of the stormwater control measures in conformity with the specifications of the signed, accepted plans and originally issued SMP. 5. Owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the Town. 6. Owner shall undertake all necessary repairs and replacement of the stormwater control measures at the direction of the Town in accordance with the recommendations of the inspecting engineer. 7. Within 30 days of the date of this agreement, Owner shall provide the Town any security that may have been required by the Town for the maintenance and continuation of the stormwater control measures in such form acceptable to the Town. 8. This agreement shall be recorded in the Office of the Warren County Clerk by the Owner, and recited in or referred to in each deed constituting a conveyance of real property covered by the SMP; and shall be a part of any offering plan and/or prospectus pertaining to the subject premises. The obligations and duties imposed by the originally issued SMP and all approved amendments thereto shall constitute a burden upon the lands benefited by the SMP. 9. At any time, should the Town determine that the Owner or the Owner’s successors in interest have failed to construct or maintain the stormwater control measures in accordance with the project plan and issued SMP, or have failed to undertake corrective action specified by the Town or the inspecting engineer, the Town is authorized to undertake such steps as may be reasonably necessary for the preservation, continuation or maintenance of the stormwater control measures and to affix the actual expenses thereof, including actual court costs, necessary disbursements and the Town’s reasonable attorneys’ fees, as a special tax assessment on each tax parcel covered by the SMP and as a lien against the real property benefited by the SMP. 10. The Owner may assign all rights and delegate all obligations hereunder to a duly organized and existing homeowners association as a successor in interest to the Owner. Such assignment and delegation shall be required to be in writing, signed and notarized by the assignor/Owner with the assignee/homeowners association and such assignment shall be promptly recorded in the Warren County Clerk's Office with specific reference to this instrument. 11. This agreement is effective immediately and shall be recorded at the Owner’s expense in the Warren County Clerk's Office within 30 days of execution. The Owner shall provide the Town of Hague with documentary proof of recording of this instrument within 10 days after recording. Owner: Town of Queensbury: Signature Signature Print Name Print Name Title Title Date Date STATE OF NEW YORK ) ss.: COUNTY OF WARREN ) On this ________ day of in the year 20______, before me, the undersigned, a Notary Public in and for said state, personally appeared personally known to me or provided to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that s/he executed the same in his/her capacity, and that by his/her signature on the instrument, the individual, or the person upon behalf of which the individual acted, executed the instrument. Notary Public STATE OF NEW YORK ) ss.: COUNTY OF WARREN ) On this ________ day of in the year 20______, before me, the undersigned, a Notary Public in and for said state, personally appeared personally known to me or provided to me on the basis of satisfactory evidence to be the individual whose name is subscribed to the within instrument and acknowledged to me that s/he executed the same in his/her capacity, and that by his/her signature on the instrument, the individual, or the person upon behalf of which the individual acted, executed the instrument. Notary Public