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HomeMy WebLinkAboutR &amp; L Trucking IWA #18-61P LINLANDWETL,NDSA�GENCY D TOWN OF SOUTH WINDSOR tSSION INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION Application# ) Q " (-D 1.P Date Received ? Li INSTRUCTIONS I. Fifteen applications (15)with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII-X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations,Sections VII--X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing fonn, A. Applicant's Name: Address: r 0 _Su 4 2 r' 7 Phone: (home) (work) (email) Scot. Inn B. Legal owner's name: ELL =LJ_\/F.S`T 0ft1 1`7S 1,�C Address_?Q, 13C7X Z"?/ W 1 LJ &MtJ C'>H 4-TO - ©Z,71 Phone (home) (work)$ -Sli3 x (email) 5c.A.ecGc `&aa A COVs,.-, (List additional owners, addresses, and phone numbers on back of application) C, If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name (if any) - �4% Project Address ra'- 0�. M?b JOLLI IJ K\ tJt�t' 1. Contact Person (if further information is needed) a�Z.P��SSQ9 + t-LC_ ��-�ic�v����t`s1SSc Cc�v1n Coe E. (work)g(0-& C!Lq (fax) $ -(fl -72 5 E, The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor's map# _ _!11 Parcel # ), Z 0 29 Zone F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) 5 ,/-}`"'3 I CMN 10 � G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? y�s P(** (you are required to supply a copy of the letter with the list of the names of the abutters)** H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: o-C Wt%tkr%VS C w1, wi I a••na. A- D GaVAS\(-O(iN `Q06�\1, A \0 \AE V%At-�&.CQ )f lib �2 j C� SF _ e ca�n5�o;n a-�. kw���a uy wee�A I. A class A-2 map of the property drawn to l"=40', showing the area to be developed,extent of the wetlands and watercourses affected, topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. J. Amount of regulated area disturbance (within upland review area or regulated buffers) K. Acreage of wetlands and watercourses in regulated areas to be altered: F , 0,0`7 AC L. Acreage of wetlands and watercourses to be created: I?. -31 4 M. Lineal feet of proposed stream alteration: 1V 4 N. Total land area of project and percentage, which is wetlands: /7. �� C Z� - 4A 5 - 7 .T70 t s,r 1. S-± Ac O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any,other State,Local or Federal Permits.) L `Sf e-CA V '?KM13 _'QO1 eA(eC'oa.c�nw��v��C ''�cVntt S P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s S-'7 Q t-Q kU' E\` $ L SSO CJcnTr-s_ on or befb llo,..wing date 1O \ Signature: These signs must be displayed continuously for at least test (10) clays prior to scheduled meeting (see Regulations,Section 7.3a). The applicant is responsible for maintaining the sign during this period. The undersigned hereby applies for the regulated activities listed in paragraph H above, for a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands,Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity,binding_ A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shalt be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before and after a fin ecision has been issued. Sigbatilre of Owner ofPro Date Signature'of Applicant Date f �`2 /'z '` W\WACCadjnin\Forms\1WACC Application 9 _ CONNECTICUT DEPARTNIRNT OF ENVIRONMENTAL.PROTECTION GIS CODE#: ` For DEP Use only 79 Elm Street Hartford,CT 06106-5127 Gina McCarthy,Commissioner Statewide Inland Wetlands & Watercourses Activity Reporting Form Please complete and mail this form in accordance with the instructions. Please print or type. PART I: To Be Completed By The Inland Wetlands Agency Only 1. DATE ACTION WAS TAKEN: Year Month 2. ACTION TAKEN(circle one): A B C D E F G H 3. WAS A PUBLIC HEARING HELD? Yes No 4. NAME OF AGENCY OFFICIAL VERIFYING AND COMPLETING THIS FORM: (print) (signature) PART II: To Be Completed By The inland Wetlands Agency Or The Applicant 5. TOWN IN WHICH THE ACTION IS OCCURRING: SOUR-4 UKILsotZ Does this project cross municipal boundaries? Yes No If Yes, list the other town(s)in which the action is occurring: , 6. LOCATION: USGS Quad Map Name: I k2C14J AND Quad Number: Subregional Drainage Basin Number: AZoo 7. NAME OF APPLICANT,VIOLATOR OR PETITIONER: Ime- 8. NAME&ADDRESS/LOCATION OF PROJECT SITE: .540 S20--_S044-tV� &ZELLf Briefly describe the action/pro]ect/activity: 9. ACTIVITY PURPOSE CODE: -1� _ 10. ACTIVITY TYPECODE(S): I z ?Z 11. WETLAND/WATERCOURSE AREA ALTERED[must be provided in acres or linear feet as indicated]: Wetlands: Dom " acres Open Water Body: b acres Stream: b linear feet 12. UPLAND AREA ALTERED[must be provided in acres as indicated]: ±' acres 13. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED, ENHANCED OR CREATED: acres [must be provided in acres as indicated] DATE RECEIVED: PART 111 to=> Completed By The°DEP IarE RETURNED r01�: F0.R--M COMPLETED: YES NO FORM LORRECTED:ljC.0, iPLETED: YES 'No REV.512007 NATIONAL Manchester, CT ® LISGS 7.5' Map Series �} CEOGRAPiiIC 72°37 W 72°36' Broad Brook,Cr 7 O1000 mE 72°34' 1 � ��.. 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User assumes all risk associated with the use of this map. NEW ENGLAND � ,�� BLACKII-EDGE ENVIRONMENTAL RIVER November 6, 2018 Mr. Timothy A. Coon, P.E. J.R. Russo&Associates, LLC 1 Shoham Road East Windsor,CT 06088 Re: 540 & 570 Sullivan Avenue South Windsor,CT Dear Mr. Coon: I conducted a wetland function analyses of the wetlands at 540 & 570 Sullivan Avenue in South Windsor, Connecticut. The field review was conducted on 09/11/2018 and 11/05/2018. 1 previously delineated the wetland boundary on the property. The following is a description of the property wetlands and watercourses: The detention basin in the southeast corner of the property is a man-made wetland detention basin. The dominant vegetation in the basin is Cattails. Other plant species in the detention basin include Soft Rush,Phragmites and Purple Loosestrife. The vegetation growing on the side slopes of the detention basin include Aspen, Willow, Autumn Olive, Multiflora Rose, Gray Birch and Goldenrod. The man-made wetland detention basin has a high value for flood water storage, sediment trapping and pollutant renovation. The wildlife habitat value is low due to the development (storage yard and buildings on the south and west side of the basin). A cornfield borders the basin on the east side. The plant species diversity is low for Cattail occupies 98%of the basin. The wetland area which is delineated with wetland flags 20 through 41 is a man-made swale which was excavated many years ago. The excavation created a poorly drained soil (Aquent). The excavated swale is approximately 6 inches below the natural upland soil and ponds 2-3 inches of water during wet periods. The vegetation growing in the wetland swale includes Red Maple, Gray Birch, Eastern Cedar, Red Oak, Sensitive Fern, Royal Fern and Cinnamon Fern. The main wetland function is surface water transport. The flood water storage, sediment trapping and pollutant renovation capacity is low. The wildlife habitat value is low due to the narrow and small size of the area which ponds water. The ponded water width is approximately 2 feet wide. The watercourse which is delineated with wetland flags 20 through 45 is a man-made ditch which classifies as a manmade intermittent watercourse. The ditches are 3-4 feet below the 15.5.l1:'RRY 17,4AU'l S RC14D. .11AR,LBOROU-11-1, C0;\'rVF_C7 C_'V7'06447 P1IOA.'I_',II-t3a'86()-295-1t)22 1ZIC')�.SV.4TiSItl�cr:Cit hf1L.C(1�� !3'bf=it:RFf..'fCSY '�RSItI.COltl o Mr. Timothy A. Coon, P.E. J.R. Russo&Associates,LLC Re: 540 & 570 Sullivan Avenue South Windsor, CT November 6,2018 Page 2 natural grade. Water ponds 3-7 inches deep during wet periods. There is no vegetation growing in the bottom of the ditch. The vegetation growing on the side slopes of the ditches includes Gray Birch, Red Maple, Highbush Blueberry, Pepperbush, American Beech, Green Briar, White Pine and Bayberry. The ditch has a low flood water storage, sediment trapping and pollutant renovation capacity. The wildlife habitat value is Iow because there is no vegetation growing in the ditch. The man-made detention basin in the northwest corner of the property has a high value for flood water storage, sediment trapping and pollutant renovation. The wildlife habitat value is low due to the abundance of Phragmites which limits plant diversity. Phragmites occupy approximately 90% of the detention basin. Other plants species in the detention basin include Cattail, Red Maple Saplings and Willow. The proposal is to fill 3,197 ft2 of the man-made wetland from wetland flags 48 through 60. To mitigate for the filling of the wetland, an additional 12,396 ft2 of wetland will be created as a result of the expansion of the southeastern detention basin, which will include approximately 2,818 ft2 of emergent marsh. The emergent marsh will be planted with five native herbaceous plant species including Arrowhead, Pickerelweed, Soft-stem Bulrush, Arrow-Arum and American Burreed. The creation of the marsh will increase the wildlife habitat value of the wetland. If you have any questions,please feel free to contact me. Very truly yours, New England Environmental Services R. Richard Snarski Certified Professional Soil Scientist #1975 Professional Wetlands Scientist RRS/srh FEM Sullivan Road LLC Andre &Ernestine Charbonneau REX Lumber Company c/o Fedex Ground Package System 125 Edwin Road 489 Sullivan Avenue 1000 Fedex Drive South Windsor, CT 06074 South Windsor, CT 06074 Moon Township,PA 15108 Ruth A. Miller Dangelo Brothers LLC Leemilts Petroleum Inc. 20 Heatherstone Drive 589 Sullivan Avenue c/o Getty Petroleum Marketing East Longmeadow, MA 01028 South Windsor, CT 06074 Two Jericho Plaza Suite 110 Jericho,NY 11753 Boucher Realty LLC 590 Sullivan Avenue South Windsor, CT 06074 November 19, 2018 CERTIFICATE OF MAILING Dear Property Owner: Re: R&L Trucking 540-570 Sullivan Ave., South Windsor, Ct. In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands, Watercourses and Conservation Regulations" and Section 8.2.0 of the"Town of South Windsor Zoning Regulations",you are hereby notified that an applications have been filed on the property abutting yours which are subject to hearings by the Inland Wetlands Agency/Conservation Commission and the Planning&Zoning Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearings to ask questions and/or give comments,however,you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this application will be heard please contact the South Windsor Planning Department, 860-644-2511. Sincerely, Scott Eccard, Project Manager R&L Carries 600 Gillam Road Wilmington, OH 45177 DRAINAGE REPORT R&L Trucking 540-570 Sullivan Avenue South Windsor, CT November 5, 2018 LV VGryD J2 O '�(� e)ueuthVdn:dsor V�JETLANC*;S AGHP"�+'%+I fON COt,5t.41S`++ON Prepared for: RLR Investments LLC P.O. Box 271 Wilmington, OH 45177-027.1 I Project No. 2018-030 1 Prepared by: J.R. Russo & Associates, LLC Land Surveyors &Professional Engineers Licensed in CT&MA P.O. Box 938,East Windsor, CT 06088 Ph: (860) 623-0569 Fax: (860) 623-2485 www jrrusso.com 4 L INTRODUCTION A. Project Description R&L Truckingis proposing to expand their current facility at 540 Sullivan Avenue in p p g p Y South Windsor. The expansion will include the addition of 52 new docks to the existing J building at 540 Sullivan Avenue, the demolition of the existing building at 570 Sullivan Avenue, the construction of a new maintenance building, a fuel island and additional trailer parking spaces. The existing stormwater management basin at 570 Sullivan Avenue will be cleaned and expanded to mitigate the additional runoff from the development. In addition, a treatment unit will be added to the system serving 540 1 Sullivan Avenue to provide stormwater treatment where none previously existed. A Existing Conditions R&L Trucking currently occupies a 9.69 acre lot at 540 Sullivan Avenue. This site is improved with two buildings surrounded by paved areas. Runoff from the roof and paved 1 areas sheet flows out to the perimeter of the site. Runoff from the northern portion of the site is collected in manmade ditches and directed to an existing stormwater management basin on the northern portion of the parcel. The ditches and basin areas have evolved into Jwooded wetlands. The outlet to this basin consists of a pipe connected to the existing state drainage system in Sullivan Avenue at the front of the parcel. Runoff from the southern portion of the site is collected and diverted via swales to a depressed area along the street frontage. The depressed area is equipped with several catch basins and a drainage system that is independent of the drainage system in the street. This system is —} piped south onto 570 Sullivan Avenue, and ultimately under Sullivan Avenue where it discharges to a drainage ditch. The property at 570 Sullivan Avenue is 7.48 acres. The southern portion of this lot is improved with a single building and combination of paved and gravel parking. The northern portion of the Iot was previously disturbed, but has subsequently converted into a wooded upland and wetland area. The wetland area is associated with man-made drainage ditches that convey runoff to the stormwater management basin at 540 Sullivan Avenue. Similar to 540 Sullivan Avenue, runoff from the very southern portion of the site sheet flows into a depressed area along the frontage where it is collected in the drainage system which discharges across Sullivan Avenue. Runoff from the remainder of the developed portion of the site is collected via a series of on-site catch basins and diverted to a stormwater management basin along the eastern side of the site. This basin is equipped with a multi-stage outlet structure consisting of a catch basin will a pair of orifices. The outlet structure has a piped connection to the drainage system along the front of the property that discharges on the opposite side of Sullivan Avenue. Approximately 1-foot of sediment has accumulated within the basin which has also evolved into a wetland. Based on a review of the USDA Soil Survey of Hartford County, site soils are classified as Urban Land complex (developed areas), Walpole sandy loam, or Ninigret fine sandy lPage 1 of 6 I I loam(See Soils Map in Appendix 1). The USDA Soil Survey defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff-producing characteristics. Soils are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over nearly impervious bedrock or other nearly impervious material. The HSG classification of Urban Land, Walpole and Ninigret soils are HSG D, C, and B. For the purpose of the analysis, all unpaved areas were conservatively assumed fall into the HSG C category. H. STORMWA TER RUNOFF ANALYSIS A. Methodology The peak runoff flow rated for the 2-year, 10-year, 25-year and 100-year, 24 hour design storms were determined for pre- and post-development conditions using Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) methodology. Two design points were selected in order to determine allowable release rates from the proposed stormwater management systems. Design point DP 1 is the existing stormwater management basin to the north. Design point DP2 is the catch basin at the southeast corner of the subject site which discharges under Sullivan Avenue to the drainage ditch on the other side of the street. Design point locations are shown on the Drainage Area Maps in Appendix 2. B. Pre Development Hydrology The pre-development site area was divided into four (4) subcatchments as shown on the Pre Development Drainage Area Map in Appendix 1. Subcatchment I includes the northern portion of the subject site that drains to the existing stormwater management basin on the northern portion of the property (design point DPI). Subcatchment 2 includes the southern portion of the site that contributes runoff to the depression along the street frontage that is collected in catch basins and discharged directly across the street to design point DP2. Subcatchment 3 includes the developed portion of 570 Sullivan Avenue where runoff is collected and conveyed to the existing stormwater management basin on the eastern edge of the property. Subcatchment 4 includes the area immediately surrounding the stormwater management basin on the eastern edge of the property. Pre- development runoff characteristics for each of the subcatchments are provided in Appendix 3. A summary of the calculated peak flows is provided in Table I below. C. Post Development Hydrology The proposed project will include an increase in impervious area of approximately 2.0 acres. The new impervious area is associated with new trailer parking located at 570 Page 2 of 6 llJr Sullivan Avenue. New drainage structures and piping will be installed to collect the runoff from the additional impervious area and convey it to the stormwater management basin on the eastern edge of the site. The accumulated sediment will be removed from the existing basin and the basin expanded to the north. Sediment forebays will be installed at the existing and new pipe inlets to perform the initial removal of large sediments from the stormwater stream. The expansion will also include the excavation of an approximate 4' deep permanent pool area and a 4"-12" deep aquatic planting area. The combination of these ponded areas will provide in excess of the required water quality volume (WQV) for the contributing area. The area above the permanent pool elevation will provide the required detention to mitigate the peak discharges. The l existing outlet structure will not be maintained in its current state. The sizing calculations for the sediment forebays and permanent pool are provided in Appendix 5. The design points selected for calculations of the pre-development condition are also used for the calculations of the post-development condition. The post development site is divided into 11 subcatchments as shown on the Post Development Drainage Area Map in Appendix 2. Subcatchment 1 includes the northern portion of the subject site that will continue to drain to the existing stormwater management basin on the northern portion of the property (design point DPl). Subcatchments 2 through 6 and 13 include areas where runoff is collected and diverted directly to the design point without detention. Subcatchments 7 through 11 include those areas where runoff is collected and diverted through the expanded stormwater management basin prior to discharge. The post development Subcatchment characteristics are summarized in the attached HydroCAD data sheets in Appendix 4. Using the characteristics described above, the Post Development peals flow rates for the 1 site were calculated for the design storms. Refer to Appendix 4 for HydroCAD data sheets. Table 1 compares the pre-development peak flows with the post-development peak flows at the design points. The resulting post-development peak flows are less than 4 the pre-development peak flows at the design points. TABLE I - PEAK FLOW COMPARISON 2-Year I 0-Year 25-Year 100-Year l Design Point Pre Post Pre Post Pre Post Pre Post 1 9.o 8.9 15.8 14.1 19.5 16.9 1 25.9 21.6 2 16.I 11.2 25.3 17.6 30.1 21.6 1 39.6 28.8 A Pipe Sizing All piping proposed at the site consists of smooth bore high density polyethylene corrugated plastic pipe with a smooth bore (CPEP-S). The roughness coefficient used for 1 this pipe type is 0.012. The analysis provided in Appendix 4 indicates headwater elevation at each pipe inlet for the design storms and compares it to the flood elevation, which corresponds to the top of frame. As shown, all pipes are have sufficient capacity to Page 3 of 6 convey the 10-year design storm while maintaining at least 1-foot of freeboard below the grate elevation. E. Treatment Calculations provided in Appendix 5 indicate that the expanded stormwater management basin has been sized to accommodate the Water Quality Volume in accordance with the CT Stormwater Quality Manual. In addition, the existing drainage system within the depression along the site frontage will be retrofitted with a new CDS Stormwater Treatment Unit to provide treatment of this stormwater stream prior to discharge where no treatment previously existed. The CDS unit has been designed to remove a minimum of 80% of the total suspended solids (TSS) in accordance with the CT Stormwater Quality Manual. Sizing calculations are provided in Appendix 5. Additional treatment measures will include two foot sumps in all catch basins and oil/trap hoods installed in catch basins #1, #2 and#8. F. Summary of Results The proposed design and analysis indicates that there will be no increase in peak runoff off from the site for the indicated design storms. In addition, the treatment measures discussed will provide pollutant removal prior to discharge of stormwater from the site. 4 I Page 4of6 i i i Appendix 1: SOILS INFORMATION Soil Map--State of Connecticut 3 (540&570 Sullivan Avenue) 41°51'16"N 700 I mio7o 7m1ae650 700720 700790 700260 700330 701000 " 7o z�c ?C12F(1 I _ 41`5;'16'N c_ e o_ s, II L 4. w;sr 8 So,LJfl'Map may 41°51'2"N "' 41°51'2°N 700660 700'7i±1 700790 700680 70M 701000 701210 7M260 3 3 Map Sal=:1:3,060 if printed on A landscape(11"x 8.5')sheet N Meters 0 45 90 180 270 Few 0 100 200 400 gpp Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:U7M Zone 18N WGS84 USDA Natural Resources Web Soil Survey 10/10/2018 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—State of Connecticut (540&570 Sullivan Avenue) MAP LEGEND MAP INFORMATION Area of Interest(AOI) ]a Spoil Area The soil surveys that comprise your AOI were mapped at ❑ Area of Interest(AOI) Stony Spot 1:12,000. Soils Soil Map Unit Polygons very Stony Spot Warning:Soil Map may not be valid at this scale. wet Spot Enlargement of maps beyond the scale of mapping can cause .14:0, Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Soil Map Unit Points Other line placement.The maps do not show the small areas of «= Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. v Blowout Water Features rA Borrow Pit Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation Clay Spot i--I--t Rails Source of Map: Natural Resources Conservation Service Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection,which preserves direction and shape but distorts Landfill distance and area.A projection that preserves area,such as the Local Roads Albers equal-area conic projection,should be used if more Lava Flow Background accurate calculations of distance or area are required. Marsh or swamp ® Aerial Photography This product is generated from the USDA-NRCS certified data as Mine or Quarry of the version date(s)listed below. Soil Survey Area: State of Connecticut Miscellaneous Water Survey Area Data: Version 17,Sep 5,2018 Perennial Water Soil map units are labeled(as space allows)for map scales W' Rock outcrop 1:50,000 or larger. + Saline Spot Date(s)aerial images were photographed: Sep 28,2013—Oct r Sandy Spot 16,2016 The orthophoto or other base map on which the soil lines were 4—_. Severely Eroded Spot compiled and digitized probably differs from the background Sinkhole imagery displayed on these maps.As a result,some minor Slide or Slip shifting of map unit boundaries may be evident. o Sodic Spot USDA Natural Resources Web Soil Survey 10/10/2018 Conservation Service National Cooperative Soil Survey Page 2 of 3 i Soil Map—State of Connecticut 540&570 Sullivan Avenue 1 Map Unit Legend C Map.Mapnit.�ymbMap.Unit Name Acres in A01 Percent of AOI 13 I Walpole sandy loam,0 to 3 2.51 13.1 j percent slopes 129A j Agawam fine sandy loam,0 to 0.0 0.1%1 1 i 3 percent slopes 307 i Urban land 11.1 58.5% ............ 701A Ninigret fine sandy loam,0 to 3 i 5.4 28.3%f percent slopes i Totals for Area of Interest 18.9 I 100.0% 1 -_1 I I 1 1 • usDA Natural Resources Web Soil Survey 10/10/2018 �� Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description:Walpole sandy loam,0 to 3 percent slopes---State of Connecticut 540&570 Sullivan Avenue State of Connecticut 13--Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol.- 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period. 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform: Depressions, outwash terraces, outwash plains, depressions, deltas Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip,talf Down-slope shape: Concave Across-slope shape: Concave —f Parent material, Sandy glaciofluvial deposits derived from igneous, ! metamorphic and sedimentary rock Typical profile Oe-0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg- 7 to 21 inches: sandy loam BC-21 to 25 inches: gravelly sandy loam C-25 to 65 inches: very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water table: About 0 to 4 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified USDA Natural Resources Web Soil Survey 1 011 0/2 0 1 8 Conservation Service National Cooperative Soil Survey Page 1 of 2 l I Map Unit Description:Walpole sandy loam,0 to 3 percent slopes--State of Connecticut 540&570 Sullivan Avenue Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Hydric soil rating: Yes Minor Components Sudbury Percent of map unit: 10 percent Landform: Outwash plains, terraces, deltas Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across slope shape: Linear Hydric soil rating: No Scarboro Percent of map unit: 10 percent Landform: Outwash terraces, deltas, outwash plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 17, Sep 5, 2018 USDA Natural Resources Web Soil Survey 10/10/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 1 Map Unit Description:Ninigret fine sandy loam,0 to 3 percent slopes---State of Connecticut 540&570 Sullivan Avenue f State of Connecticut 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period. 140 to 185 days Farmland classification: All areas are prime farmland 1 Map Unit Composition Ninigret and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform: Outwash terraces, kames, moraines,outwash plains, kame terraces Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope, tread Down-slope shape: Linear, convex Across-slope shape: Concave, convex Parent material. Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite f Typical profile 1 Ap-0 to 8 inches: fine sandy loam Bw1 -8 to 16 inches: fine sandy loam Bw2- 16 to 26 inches: fine sandy loam 2C-26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope: 0 to.3 percent Depth to restrictive feature: 18 to 38 inches to strongly contrasting textural stratification Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water fable: About 17 to 39 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 3.4 inches) usDA Natural Resources Web Soil Survey 1 011 0/201 8 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Ninigret fine sandy loam,0 to 3 percent slopes---State of Connecticut 540&570 Sullivan Avenue 1 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Hydric soil rating: No Minor Components Merrimac Percent of map unit. 5 percent Landform: Outwash plains, moraines, kames, eskers, outwash terraces Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Side slope,crest, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Outwash terraces, outwash plains, kame terraces, kames, moraines Landform position (two-dimensional): Summit, shoulder Landform position(three-dimensional): Side slope,crest, tread E Down-slope shape: Convex ` Across-slope shape: Convex Hydric soil rating: No Tisbury Percent of map unit: 3 percent Landform: Outwash terraces, outwash plains, deltas, valley trains Landform position(three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Drainageways, depressions Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 17, Sep 5, 2018 USDA Natural Resources Web Soil Survey 10/10/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description:Urban land---State of Connecticut 540&570 Sullivan Avenue State of Connecticut 307—Urban land Map Unit Setting National map unit symbol. 91mh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H-0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components f Unnamed, undisturbed soils 4 Percent of map unit. 10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit: 10 percent Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 17, Sep 5, 2018 USDA Natural Resources Web Soil Survey 10/10/2018 �� Conservation Service National Cooperative Soil Survey Page 1 of 1 Appendix 2: FIGURES LIMIT OF CONTRIBUTING AREA, TYP. w .......... VY • .... 1�° �`.v.. ' r ,�� f i 3 ' ...mow.u, s..... ..;.. •. :: r— ..._.__.__---• ..� , •., :- DESIGN POINT #1 � �� r.,e • •.,`f.eT1 ,Azy;�y.:ii::'�'°J i`. 'S!`'�.'.G�.:..�GS`� _—.___._..__ _ , 1 � manes mtses ysr.. .�•�..S..pC�!�i�.; �:� F,i3�'.�ei — a: notxre — iasi.w f ------------------------- AOWAPWA �� ,.1._ w W T K�== •":.'�A�e•'v,:;,:x;'C.K. }:u 5�.r�:;�Tr':�u' � '�S •� f �' / Si itiEirw-�•-k?�'��. �'':, �..: .. 3:.,—rr.6.'x'. 1 'I �.,. •ti a`yM .�.=''wy.Mi�N":+ K.w Sr r :/'�Csl�m ' ' ..sr �.�i:i:�.'tti„_Y'.yii• J Y:.Y�2-•:5.:,..:'.3.:'v'�=,y:„:;'•� _ 1 ,ry M DESIGN I .,� ....... _.:_ POINT #2 �w>. ��� � � •'tea �� ��.,, `� ys'i1I .,�r..,��!-� �':�'i aw it Ir ti : I, ax•! �.a � ,�;�A �^--•-•-"'fir' � � �`•�;'I ! PRE—DEVELOPMENT DRAINAGE AREA MAP j 1"=150' ' LIMIT OF CONTRIBUTING AREA, TYP. = � � DESIGN POINT #1 i �. � �,`�'�4rc:Y-,'' _w.'•',}r'�s•��a rs .a t?+".s3a �+ �, it ��.�t ue'��'$e�"�wk��'::sn:: :3r�ry'�, i nn.a« � .� ..;'�.�..s`.5�;s r.7i� s,.ssr' 8 s Y'�'f: -:` � c e�`•�•i'�_rT`k,;•f•"NSJK,-:` ;$ry�; ` { ` t I n,'°dw'" .y,.a% ,.i `:•L;'^ ?S�,i,.,l t°'y ;...;a,.�.<., r�";�'v.:ewa ' -maia w>.rtnnr I: a�ao _- wr..a'...�. ,:,^-.r:};'{„52.7•. z-�'�'y�i.l''��-�t"' .1 � � S" ttlro4N a 1N19.oA5. a N. N.....Mf,~'^f'.:fA�.I✓)y�'"a>,�,. io���amf+iea�rx,•� .fy,r'.�.x-'a'wi �� •:.e. :•I.. ..-�� I DESIGN __..; �- ---:...... _. POINT #2 ] a. _ _ — -Q y fnF1,1S frail!INN• - ---� + •��—•a/ •S� Wr fOf xMA - slwcruNe zn'-�s•ap;-a 1 * �m i` pox �a— f � a-o, .�f •- /' 'i i••.. N�..vz c*>.v.vac �{ ^'e •', 1 �� e ea} a„wnui 1- I I�, R.W��; lah (a� - ,tnl�na]ll�ff�0'!'], � ,I•,•�,; -�• w.wu:no ,�I - `•=�.....- 9•M 1.•�f��lY .. ` araa:sifiNiefytN I I 1 POST DEVELOPMENT DRAINAGE AREA MAP 1n=150' i i i i i i Appendix 3: PRE-DEVELOPMENT ANALYSIS I I I Sub 2 Sub 1 7 cs ce ca. Design Point 9 (new Pond) Exist. CB-D Exist. CB-C Exis MH I Sub 4 Basin Sub 3 I i Ss }.cat Rea'ch� on !Link' Routing Diagram for 2018-030 R&L Pre Prepared by Microsoft, Printed 10/23/2018 HydroCAD®10.00-18 s/n 02386 m 2016 HydroCAD Software Solutions LLC I i Pre-Development 2018-030 R&L Pre Type 11124-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 HydroCADB 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 2 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area=8.324 ac 51.18% Impervious Runoff Depth=3.09" Flow Length=150' Slope=0.0133 7' Tc=35.0 min CN=85 Runoff=15.78 cfs 2.145 of Subcatchment 2: Sub 2 Runoff Area=6.699 ac 75.34% Impervious Runoff Depth=3.80" Flow Length=1,298' Tc=9.7 min CN=92 Runoff=24.75 cfs 2.119 of Subcatchment 3: Sub 3 Runoff Area=1.718 ac 90.05% Impervious Runoff Depth=4.12" Tc=5.0 min CN=95 Runoff=7.70 cfs 0.590 of Subcatchment 4: Sub 4 Runoff Area=0.649 ac 24.50% Impervious Runoff Depth=2.46" Tc=5.0 min CN=78 Runoff=1.87 cfs 0.133 of Pond B1: Basin Peak Elev=83.87' Storage=13,704 cf lnflow=9.58 cfs 0.723 of Outflow=2.17 cfs 0.722 of Pond CB-C: Exist. CB-C Peak Elev=82.86' lnflow=2.17 cfs 0.722 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 T Outflow=2.17 cfs 0.722 of Pond CB-D: Exist. CB-D Peak Elev=82.86' Inflow=2526 cfs 2.842 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019'/' Outflow=25.26 cfs 2.842 of Pond DMH: Exist. DMH Peak Elev=82.98' Inflow=2.17 cfs 0.722 of 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=2.17 cfs 0.722 of Pond DPI: Design Point 1 Inflow=15.78 cfs 2.145 of Primary=15.78 cfs 2.145 of Pond DP2: (new Pond) Inflow=25.26 cfs 2.842 of Primary=25.26 cfs 2.842 of f I i Pre-Development 2018-030 R&L Pre Type ///24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 HydroCAD®10.00-18 s/n 02386. O 2016 HydroCAD Software Solutions LLC _Page 3 Summary for Subcatchment 1: Sub 'I Runoff = 15.78 cfs @ 12.48 hrs, Volume= 2.145 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area ac CN Description 1.646 98 Wetland 2.614 98 Impervious 3.697 70 Woods, Good, HSG C 0.367 74 >75% Grass cover, Good, HSG C 8.324 85 Weighted Average 4.064 48.82% Pervious Area 4.260 51.18% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 35.0 150 0.0133 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" Summary for Subcatchment 2: Sub 2 Runoff = 24.75 cfs @ 12.13 hrs, Volume= 2.119 af, Depth= 3.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt=0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (ac) CN Description 5.047 98 Impervious 0.343 70 Woods, Good, HSG C 1.309 74 >75% Grass cover, Good, HSG C 6.699 92 Weighted Average 1.652 24.66% Pervious Area 5.047 75.34% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 2.6 150 0.0070 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.8 525 0.0050 2.30 11.48 Trap/Vee/Rect Channel Flow, ` Bot.W=3.00' D=1.00' Z= 2.0 7' Top.W=7.00' n= 0.035 3.3 623 0.0020 3.14 5.55 Pipe Channel, 18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38' n= 0.011 9.7 1,298 Total l Pre-Development 2018-030 R&L Pre Type III 24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 H droCAD® 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 4 Summary for Subcatchment 3: Sub 3 Runoff = 7.70 cfs @ 12.07 hrs, Volume= 0.590 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (ac) CN Description 1.547 98 Impervious 0.086 70 Woods, Good, HSG C 0.085 74 >75% Grass cover, Good, HSG C 1.718 95 Weighted Average 0.171 9.95% Pervious Area 1.547 90.05% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 4: Sub 4 Runoff - 1.87 cfs @ 12.08 hrs, Volume= 0.133 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-yr Rainfall=4.70" -I Area (ac) CN Description 0.159 98 Wetland 0.328 70 Woods, Good, HSG C 0.162 74 >75% Grass cover, Good, HSG C 0.649 78 Weighted Average 0.490 75.50% Pervious Area 0.159 24.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _._._. (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond B1: Basin Inflow Area = 2.367 ac, 72.07% Impervious, Inflow Depth = 3.67" for 10-yr event Inflow _ 9.58 cfs @ 12.07 hrs, Volume= 0.723 of Outflow 2.17 cfs @ 12.52 hrs, Volume= 0.722 af, Atten=77%, Lag=27.0 min Primary - 2.17 cfs @ 12.52 hrs, Volume= 0.722 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 83.87' @ 12.50 hrs. Surf.Area= 6,879 sf Storage= 13,704 cf Plug-Flow detention time= 180.0 min calculated for 0.722 of(100% of inflow) Pre-Development 2018-030 R&L Pre Type/1/24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 H droCAD0 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 5 Center-of-Mass det. time= 179.0 min ( 959.0 -780.0 ) Volume Invert Avail.Stora a Storage Description #1 81.00' 38,505 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store f (feet) (sq-ft) (cubic-feet) (cubic-feet) 81.00 2,515 0 0 82.00 4,181 3,348 3,348 84.00 7,063 11,244 14,592 86.00 10,680 17,743 32,335 86.50 14,000 6,170 38,505 Device Routing Invert Outlet Devices #1 Primary 81.00' 15.0" Round Culvert L=46.0' Ke= 0.500 Inlet/Outlet Invert= 81.00'/79.60' S= 0.0304 '/' Cc= 0.900 { n= 0.011, Flow Area= 1.23 sf I #2 Device 1 81.00' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 83.10' 10.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 85.20' 16.0" x 32.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.17 cfs @ 12.52 hrs HW=83.87' TW=81.86' (Dynamic Tailwater) t--1=Culvert (Passes 2.17 cfs of 8.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.60 cfs @ 6.82 fps) 3=Orifice/Grate (Orifice Controls 1.57 cfs @ 2.99 fps) =Orifice/Grate (Controls 0.00 cfs) Summary for Pond CB-C: Exist. CB-C Inflow Area = 2.367 ac, 72.07% Impervious, Inflow Depth = 3.66" for 10-yr event Inflow = 2.17 cfs @ 12.57 hrs, Volume= 0.722 of Outflow - 2.17 cfs @ 12.62 hrs, Volume= 0.722 af, Atten= 0%, Lag= 3.0 min i Primary 2.17 cfs @ 12.62 hrs, Volume= 0.722 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 82.86' @ 12.24 hrs Flood Elev= 85.50' Device Routing Invert Outlet Devices #1 Primary 81.00' 24.0" Round Culvert L= 38.0' Ke=0.500 Inlet/ Outlet Invert= 81.00'/80.70' S= 0.0079 'I' -Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=2.16 cfs @ 12.62 hrs HW=81.66' TW=80.49' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 2.16 cfs @ 3.58 fps) f I 1 Pre-Development 2018-030 R&L Pre Type 11124-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC _ Page 6 Summary for Pond CB-D: Exist. CB-D .Inflow Area = 9.066 ac, 74.49% Impervious, Inflow Depth = 3.76" for 10-yr event Inflow 25.26 cfs @ 12.13 hrs, Volume= 2.842 of Outflow - 25.26 cfs @ 12.18 hrs, Volume= 2.842 af, Atten= 0%, Lag= 3.0 min Primary = 25.26 cfs @ 12.18 hrs, Volume= 2.842 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 82.86' @ 12.18 hrs Flood Elev= 85.20' Device Routing Invert Outlet Devices #1 Primary 78.90' 24.0" Round Culvert L= 52.0' Ke= 0.500 Inlet/Outlet Invert= 78.90'/78.80' S= 0.0019 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=24.79 cfs @ 12.18 hrs HW=82.78' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 24.79 cfs @ 7.89 fps) Summary for Pond DMH: Exist. DMH Inflow Area = 2.367 ac, 72.07% Impervious, Inflow Depth = 3.66" for 10-yr event Inflow - 2.17 cfs @ 12.52 hrs, Volume= 0.722 of Outflow 2.17 cfs @ 12.57 hrs, Volume= 0.722 A Atten= 0%, Lag= 3.0 min Primary = 2.17 cfs @ 12.57 hrs, Volume= 0.722 of _I Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 82.98' @ 12.29 hrs Flood Elev= 86.60' Device_ Routing invert Outlet Devices #1 Primary 81.00' 15.0" Round Culvert L= 160.0' Ke= 0.500 Inlet/Outlet Invert= 79.60' /81.00' S= -0.0088'/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.10 cfs @ 12.57 hrs HW=81.88' TW=81.66' (Dynamic Tailwater) t---1=Culvert (Inlet Controls 2.10 cfs @ 2.28 fps) Summary for Pond DP1: Design Point 1 Inflow Area = 8.324 ac, 51.18% Impervious, Inflow Depth = 3.09" for 10-yr event Inflow = 15.78 cfs @ 12.48 hrs, Volume= 2.145 of Primary - 15.78 cfs @ 12.53 hrs, Volume= 2.145 af, Atten=0%, Lag= 3.0 min Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs 4 Pre-Development 2018-030 R&L Pre Type III 24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/23/2018 H droCAD® 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 7 Summary for Pond DP2: (new Pond) Inflow Area = 9.066 ac, 74.49% Impervious, Inflow Depth = 3.76" for 10-yr event Inflow = 25.26 cfs @ 12.18 hrs, Volume= 2.842 of Primary = 25.26 cfs @ 12.23 hrs, Volume= 2.842 af, Atten=0%, Lag= 3.0 min Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs I i 1 I I Pre-Development 2018-030 R&L Pre Type Ill 24-hr 2-yr Rainfall=3.20" I Prepared by Microsoft Printed 10/23/2018 HydroCADO 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 8 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area=8.324 ac 51.18% Impervious Runoff Depth=1.76" Flow Length=150' Slope=0.0133 T Tc=35.0 min CN=85 Runoff=9.01 cfs 1.219 of Subcatchment 2: Sub 2 Runoff Area=6.699 ac 75.34% Impervious Runoff Depth=2.35" Flow Length=1,298' Tc=9.7 min CN=92 Runoff=15.70 cfs 1.312 of i Subcatchment 3: Sub 3 Runoff Area=1.718 ac 90.05% Impervious Runoff Depth=2.64" Tc=5.0 min CN=95 Runoff=5.07 cfs 0.379 of Subcatchment 4: Sub 4 Runoff Area=0.649 ac 24.50% Impervious Runoff Depth=1.27" Tc=5.0 min CN=78 Runoff=0.95 cfs 0.069 of Pond B1: Basin Peak Elev=83.17' Storage=9,235 cf Inflow=6.02 cfs 0.448 of Outflow=0.58 cfs 0.447 of Pond CB-C: Exist. CB-C Peak Elev=81.66' lnflow=0.58 cfs 0.447 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079'/' Outflow=0.58 cfs 0.447 of Pond CB-D: Exist. CB-D Peak Elev=81.64' Inflow=16.09 cfs 1.759 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019 '/' Outflow=16.09 cfs 1.759 of Pond DMH: Exist. DMH Peak Elev=81.68' Inflow=0.58 cfs 0.447 of - 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=0.58 cfs 0.447 of Pond DP1: Design Point 1 Inflow=9.01 cfs 1.219 of l Primary=9.01 cfs 1.219 of I Pond DP2: (new Pond) Inflow=16.09 cfs 1.759 of Primary=16.09 cfs 1.759 of I i Pre-Development 2018-030 R&L Pre Type Ill 24-hr 25-yr Rainfall=5.50" Prepared by Microsoft Printed 10/23/2018 HydroCAD®10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 9 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area=8.324 ac 51.18% Impervious Runoff Depth=3.83" Flow Length=150' Slope=0.0133 '/' Tc=35.0 min CN=85 Runoff=19.45 cfs 2.659 of JSubcatchment 2: Sub 2 Runoff Area=6.699 ac 75.34% Impervious Runoff Depth=4.58" Flow Length=1,298' Tc=9.7 min CN=92 Runoff=29.54 cfs 2.556 of Subcatchment 3: Sub 3 Runoff Area=1.718 ac 90.05% Impervious Runoff Depth=4.92" Tc=5.0 min CN=95 Runoff=9.10 cfs 0.704 of Subcatchment 4: Sub 4 Runoff Area=0.649 ac 24.50% Impervious Runoff Depth=3.14" Tc=5.0 min CN=78 Runoff=2.39 cfs 0.170 of Pond B1: Basin Peak Elev=84.27' Storage=16,543 cf Inflow=11.49 cfs 0.874 of Outflow=2.86 cfs 0.873 of Pond CB-C: Exist. CB-C Peak Elev=83.85' Inflow=2.86 cfs 0.873 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 '/' Outflow=2.86 cfs 0.873 of Pond CB-D: Exist. CB-D Peak Elev=83.84' Inflow=30.08 cfs 3.429 of 1 24.0" Round Culvert n=0.012 L=52.0' 5=0.0019'/' Outflow=30.08 cfs 3.429 of Pond DMH: Exist. DMH Peak Elev=84.14' Inflow=2.86 cfs 0.873 of 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=2.86 cfs 0.873 of Pond DP1: Design Point 1 Inflow=19.45 cfs 2.659 of Primary=19.45 cfs 2.659 of Pond DP2: (new Pond) inflow=30.08 cfs 3.429 of Primary=30.08 cfs 3.429 of I 1 Pre-Development 2018-030 R&L Pre Type III 2.4-hr 100-yr Rainfall=6.90" Prepared by Microsoft Printed 10/23/2018 HydroCAD010.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 10 JTime span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area=8.324 ac 51.18% Impervious Runoff Depth=5.16" Flow Length=150' Slope=0.0133'/' Tc=35.0 min CN=85 Runoff=25.90 cfs 3.577 of Subcatchment 2: Sub 2 Runoff Area=6.699 ac 75.34% Impervious Runoff Depth=5.96" Flow Length=1,298' Tc=9.7 min CN=92 Runoff=37.86 cfs 3.325 of Subcatchment 3: Sub 3 Runoff Area=1.718 ac 90.05% Impervious Runoff Depth=6.31" Tc=5.0 min CN=95 Runoff=11.52 cfs 0.903 of 1 Subcatchment 4: Sub 4 Runoff Area=0.649 ac 24.50% Impervious Runoff Depth=4.38" Tc=5.0 min CN=78 Runoff=3.32 cfs 0.237 of Pond B1: Basin Peak EIev=85.03' Storage=22,854 cf inflow=14.85 cfs 1.140 of Outflow=3.85 cfs 1.139 of Pond CB-C: Exist. CB-C Peak EIev=86.77' Inflow=3.85 cfs 1.139 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 T Outflow=3.85 cfs 1.139 of Pond CB-D: Exist. CB-D Peak EIev=86.73' Inflow=39.55 cfs 4.464 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019 T Outflow=39.55 cfs 4.464 of Pond DMH: Exist. DMH Peak EIev=87.08' Inflow=3.85 cfs 1.139 of -I 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=3.85 cfs 1.139 of Pond DP1: Design Point 1 - Inflow=25.90 cfs 3.577 of Primary=25.90 cfs 3.577 of Pond DP2: (new Pond) Inflow=39.55 cfs 4.464 of Primary=39.55 cfs 4.464 of i i i i i i i Appendix 4: POST DEVELOPMENT ANALYSIS X�j ".-b 2 TO C84 ro cB3 Design Point I To C65 . ..... Sub I CB4 C 3 To CB6 ce CB7 To CB7 To Exi t CB-A To ExtI .CB-13 CpS tlz Sub 11 TreatM nt Unit 13\ Sub 13 Exist.CB-A Eist.C E L�/ ��,,A A C911 64 (new Pond) Exist.CB2 Exist.CB Exist.DIVIH Storm ter Basin Sub 12 17-7-71 f. I Routing Diagram for 2018-030 R&L POST Prepared by Microsoft, Printed 10/25/2018 [H:ydroCADO 10.00-18 sh 02386 C 2016 HydroCAD Software Solutions LLC Post Development 2018-030 R&L POST Type 11124-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCADO 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 2 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area=273,438 sf 76.08% Impervious Runoff Depth=3.80" Flow Length=150' Slope=0.0133 '/' Tc=35.0 min CN=92 Runoff=14.12 cfs 1.986 of Subcatchment 2: Sub 2 Runoff Area=132,711 sf 69.31% Impervious Runoff Depth=3.69" Flow Length=1,010' Tc=10.7 min CN=91 Runoff=10.77 cfs 0.937 of Subcatchment 3: To CB3 Runoff Area=21,961 sf 100.00% Impervious Runoff Depth>4.46" Tc=5.0 min CN=98 Runoff=2.33 cfs 0.188 of Subcatchment 4: To CB4 Runoff Area=24,042 sf 100.00% Impervious Runoff Depth>4.46" Tc=5.0 min CN=98 Runoff=2.55 cfs 0.205 of Subcatchment 5: To CB5 Runoff Area=14,877 sf 90.16% Impervious Runoff Depth=4.23" Tc=5.0 min CN=96 Runoff=1.55 cfs 0.121 of Subcatchment 6: To CB6 Runoff Area=5,536 sf 72.45% Impervious Runoff Depth=3.69" Tc=5.0 min CN=91 Runoff=0.53 cfs 0.039 of Subcatchment 7: To CB7 Runoff Area=34,781 sf 92.75%Impervious Runoff Depth=4.23" Tc=5.0 min CN=96 Runoff=3.63 cfs 0.282 of Subcatchment 8: To Exist CB-A Runoff Area=39,801 sf 86.02% Impervious Runoff Depth=4.12" Tc=5.0 min CN=95 Runoff=4.10 cfs 0.314 of Subcatchment 9: To Exist. CB-B Runoff Area=24,718 sf 96.17% Impervious Runoff Depth=4.35" Tc=5.0 min CN=97 Runoff=2.60 cfs 0.206 of Subcatchment 10: Sub 10 Runoff Area=57,939 sf 100.00%Impervious Runoff Depth>4.46" Tc=5.0 min CN=98 Runoff=6.15 cfs 0.495 of Subcatchment 11: Sub 11 Runoff Area=59,190 sf 79.40% Impervious Runoff Depth=3.90" Flow Length=151' slope=0.0100 '/' Tc=7.4 min CN=93 Runoff=5.53 cfs 0.442 of Subcatchment 12: Sub 12 Runoff Area=55,975 sf 39.17%Impervious Runoff Depth=2.81" Tc=5.0 min CN=82 Runoff=4.23 cfs 0.301 of Subcatchment 13: Sub 13 Runoff Area=16,183 sf 0.00% Imperious Runoff Depth=2.13" Flow Length=60' Slope=0.0100 '/' Tc=12.5 min CN=74 Runoff=0.73 cfs 0.066 of Pond 131: Stormwater Basin Peak Elev=84.08' Storage=54,528 cf Inflow=24.96 cfs 2.150 of Outflow=2.56 cfs 2.127 of Pond CB-A: Exist. CB-A Peak Elev=84.08' Inflow=4.10 cfs 0.314 of 15.0" Round Culvert n=0.012 L=132.0' S=0.0061 T Outflow=4.10 cfs 0.314 of Pond CB-B: Exist. CB-13 Peak Elev=84.08' inflow=6.46 cfs 0.520 of 24.0" Round Culvert n=0.012 L=200.0' S=-0.0010 '/' Outflow=6.46 cfs 0.520 of Post Development 2018-030 R&L POST Type 11124-hr 90-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCAD®10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 3 Pond CB-C: Exist. CB Peak Elev=81.88' Inflow=2.56 cfs 2.127 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 '/' Outflow=2.56 cfs 2.127 of Pond CB-D: Exist. C132 Peak EIev=81.80' Inflow=17.56 cfs 3.572 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019 '/' Outflow=17.56 cfs 3.572 of Pond CB1: CB1 Peak EIev=84.87' Inflow=5.53 cfs 0.442 of 15.0" Round Culvert n=0.012 L=160.0' S=0.0050 7 Outflow=5.53 cfs 0.442 of Pond CB2: CB2 Peak Elev=84.08' inflow=9.88 cfs 0.888 of 24.0" Round Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=9.88 cfs 0.888 of Pond CB3: CB3 Peak Elev=85.14' Inflow=4.70 cfs 0.393 of 15.0" Round Culvert n=0.012 L=282.0' S=0.0050 '/' Outflow=4.70 cfs 0.393 of Pond C134: CB4 Peak EIev=85.31' lnflow=2.55 cfs 0.205 of 15.0" Round Culvert n=0.012 L=158.0' S=0.0050'/' Outflow=2.55 cfs 0.205 of Pond CB5: CB5 Peak EIev=85.21' Inflow=1.55 cfs 0.121 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050 7' Outflow=1.55 cfs 0.121 of Pond C136: C136 Peak EIev=85.19' Inflow=5.65 cfs 0.441 of 15.0" Round Culvert n=0.012 L=98.0' S=0.0055 7' Outflow=5.65 cfs 0.441 of Pond C137: CB7 Peak EIev=85.29' Inflow=3.63 cfs 0.282 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050'/' Outflow=3.63 cfs 0.282 of Pond CB8: CB8 Peak EIev=84.61' Inflow=16.34 cfs 1.379 of 24.0" Round Culvert n=0.012 L=136.0' S=0.0050 T Outflow=16.34 cfs 1.379 of Pond CDS: Treatment Unit Peak EIev=83.91' Inflow=16.34 cfs 1.379 of 24.0" Round Culvert n=0.012 L=64.0' S=0.0050'/' Outflow=16.34 cfs 1.379 of Pond DMH-A: Exist. DMH Peak EIev=82.04' Inflow=2.56 cfs 2.127 of 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=2.56 cfs 2.127 of Pond DPI: Design Point I Inflow=14.12 cfs 1.986 of Primary=14,12 cfs 1.986 of 1 Pond DP2: (new Pond) inflow=17.56 cfs 3.572 of 1 Primary=17.56 cfs 3.572 of 1 Post Development 2018-030 R&L POST Type /I/24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCAD® 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 4 Summary for Subcatchment 1: Sub 1 Runoff = 14.12 cfs @ 12.47 hrs, Volume= 1.986 af, Depth= 3.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (sf) CN Description 68,099 98 Wetland 139,933 98 Impervious 46,886 70 Woods, Good, HSG C 18,520 74 >75% Grass cover, Good, HSG C 273,438 92 Weighted Average 65,406 23.92% Pervious Area 208,032 76.08% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 35.0 150 0.0133 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" Summary for Subcatchment 2: Sub 2 Runoff - 10.77 cfs @ 12.15 hrs, Volume= 0.937 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (s CN Description 91,983 98 Impervious 40,728 74 >75% Grass cover, Good, HSG C 132,711 91 Weighted Average 40,728 30.69% Pervious Area 91,983 69.31% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 2.6 150 0.0070 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.0 450 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.1 410 0.0010 2.22 3.93 Pipe Channel, 18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38' n= 0.011 10.7 1,010 Total Post Development 2018-030 R&L POST Type/1/ 24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3: To CB3 Runoff = 2.33 cfs @ 12.07 hrs, Volume= 0.188 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Areas CN Description 21,961 98 Impervious I 21,961 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment 4: To CB4 Runoff = 2.55 cfs @ 12.07 hrs, Volume= 0.205 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt=0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Areas CN Description 24,042 98 -Impervious _ 24,042 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs { 5.0 Direct Entry, Summary for Subcatchment 5: To CB5 l Runoff - 1.55 cfs @ 12.07 hrs, Volume= 0.121 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt=0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (sf) CN Description 13,413 98 Impervious 1,464 74 >75% Grass cover, Good, HSG C 14,877 96 Weighted Average 1,464 9.84% Pervious Area 13,413 90.16% Impervious Area E Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, i Post Development 2018-030 R&L POST Type ///24-hr 10 yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCAD® 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment 6: To C1136 Runoff 0.53 cfs @ 12.07 hrs, Volume= 0.039 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 1.00-74.00 hrs, dt= 0.05 hrs Type IN 24-hr 10-yr Rainfall=4.70" _ Area (sf) CN Description * 4,011 98 Impervious ' 1,525 74 >75% Grass cover, Good, HSG C 5,536 91 Weighted Average 1,525 27.55% Pervious Area 4,011 72.45% Impervious Area Tc Length . Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ISummary for Subcatchment 7: To CB7 Runoff = 3.63 cfs @ 12.07 hrs, Volume= 0.282 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type ill 24-hr 10-yr Rainfall=4.70" Area (sf) CN Description * 32,258 98 Impervious 2,523 74 >75% Grass cover, Good, HSG C # 34,781 96 Weighted Average j 2,523 7.25% Pervious Area 32,258 92.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 8: To Exist CB-A Runoff = 4.10 cfs @ 12.07 hrs, Volume= 0.314 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (sf) CN Description * 34,235 98 Impervious 5,566 74 >75% Grass cover, Good, HSG C 39,801 95 Weighted Average 5,566 13.98% Pervious Area 34,235 86.02% Impervious Area I I1 Post Development 2018-030 R&L POST Type 11124-hr 10 yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCADO 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9: To Exist. CB-B Runoff - 2.60 cfs @ 12.07 hrs, Volume= 0.206 af, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (sf CN Description _ 23,771 98 Impervious 947 74 >75% Grass cover, Good, HSG C 24,718 97 Weighted Average 947 3.83% Pervious Area 23,771 96.17% Impervious Area 4 Tc Length Slope Velocity Capacity Description I min (feet) ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment 10: Sub 10 ! Runoff = 6.15 cfs @ 12.07 hrs, Volume= 0.495 af, Depth> 4.46" ! Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type Ili 24-hr 10-yr Rainfall=4.70" Areas CN Description * 57,939 98 Impervious 57,939 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11: Sub 11 Runoff - 5.53 cfs @ 12.10 hrs, Volume= 0.442 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" f Post Development 2018-030 R&L POST Type 11124-hr 10 yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCADO 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 88 Area (sf) CN Description " 46,996 98 Impervious I 12,194 74 >75% Grass cover, Good, HSG C f 59,190 93 Weighted Average 12,194 20.60% Pervious Area 46,996 79.40% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs I' 5.4 21 0.0100 0.06 Sheet Flow, 1 Grass: Dense n= 0.240 P2= 3.20" 2.0 130 0.0100 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 7.4 151 Total Summary for Subcatchment 12: Sub 12 Runoff = 4.23 cfs @ 12.08 hrs, Volume= 0.301 af, Depth= 2.81" ERunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" I Area (sf) CN Description 21,927 98 Wetland 17,578 70 Woods, Good, HSG C 16,470 74 >75% Grass cover, Good, HSG C 55,975 82 Weighted Average 34,048 60.83% Pervious Area 21,927 39.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) .._.(ft/sec) (cfs) C5.0 Direct Entry, Summary for Subcatchment 13: Sub 13 Runoff = 0.73 cfs @ 12.18 hrs, Volume= 0.066 af, Depth= 2.13" E Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.70" Area (sf) CN Description 16,183 74 >75% Grass cover, Good, HSG C 16,183 100.00% Pervious Area I Post Development ft 2018-030 R&L POST Type ///24-hr 10-yr Rainfall=4.70" ! Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/�(ft/sec) (cfs) 12.5 60 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" Summary for Pond B1: Stormwater Basin Inflow Area = 6.511 ac, 81.40% Impervious, Inflow Depth > 3.96" for 10-yr event Inflow = 24.96 cfs @ 12.14 hrs, Volume= 2.150 of Outflow = 2.56 cfs @ 13.01 hrs, Volume= 2.127 af, Atten=90%, Lag= 52.0 min Primary - 2.56 cfs @ 13.01 hrs, Volume= 2.127 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 84.08' @ 13.02 hrs Surf.Area=22,564 sf Storage= 54,528 cf Plug-Flow detention time= 611.1 min calculated for 2.127 of(99% of inflow) Center-of-Mass det. time= 604.2 min ( 1,376.6- 772.4) Volume Invert Avail.Storage Storage Description _ #1 81.00, 104,140 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft)_ (cubic-feet) (cubic-feet) 81.00 12,836 0 0 82.00 16,058 14,447 14,447 84.00 22,307 38,365 52,812 86.00 29,021 51,328 104,140 Device Routing Invert Outlet Devices#1 Primary 81.00' 15.0" Round Culvert L=46.0' Ke= 0.500 Inlet/Outlet Invert= 81.00'/ 79.60' S= 0.0304 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 81.00' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 83.10' 10.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 85.20' 16.0" x 32.0" Horiz. Orifice/Grate C= 0.600 f Limited to weir flow at low heads Primary OutFlow Max=2.56 cfs @ 13.01 hrs HW=84.08' TW=82.04' (Dynamic Tailwater) L1=Culvert (Passes 2.56 cfs of 8.43 cfs potential flow) I F:3=Orifice/Grate =Orifice/Grate (Orifice Controls 0.60 cfs @ 6.87 fps) (Orifice Controls 1.96 cfs @ 3.60 fps) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond CB-A: Exist. CB-A Inflow Area = 0.914 ac, 86.02% Impervious, Inflow Depth = 4.12" for 10-yr event Inflow 4.10 cfs @ 12.07 hrs, Volume= 0.314 of Outflow = 4.10 cfs @ 12.12 hrs, Volume= 0.314 af, Atten= 0%, Lag= 3.0 min Primary - 4.10 cfs @ 12.12 hrs, Volume= 0.314 of Post Development 2018-030 R&L POST Type ///24-hr 90-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 02016 HydroCAD Software Solutions LLC Page 10 Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 84.08' @ 13.09 hrs Flood Elev= 85.70' Device Routing Invert Outlet Devices #1 Primary 82.20' 15.0" Round Culvert L= 132.0' Ke= 0.500 Inlet/Outlet Invert= 82.20'/81.40' S= 0.0061 T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=3.37 cfs @ 12.12 hrs HW=83.55' TW=83.00' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 3.37 cfs @ 3.17 fps) Summary for Pond CB-B: Exist. CB-B Inflow Area = 1.481 ac, 89.91% Impervious, Inflow Depth = 4,21" for 10-yr event Inflow W 6.46 cfs @ 12.10 hrs, Volume= 0.520 of Outflow 6.46 cfs @ 12.15 hrs, Volume= 0.520 af, Atten=0%, Lag= 3.0 min Primary = 6.46 cfs @ 12.15 hrs, Volume= 0.520 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 84.08' @ 13.06 hrs Flood Elev= 86.00' Device Routing Invert Outlet Devices #1 Primary 80.80' 24.0" Round Culvert L= 200.0' Ke= 0.500 Inlet/Outlet Invert= 80.60' / 80.80' S= -0.0010 '/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf Primary OutFlow Max=1.24 cfs @ 12.15 hrs HW=83.14' TW=83.14' (Dynamic Tailwater) I t-1=Culvert (Outlet Controls 1.24 cfs @ 0.40 fps) f Summary for Pond CB-C: Exist. CB Inflow Area = 6.511 ac, 81.40% Impervious, Inflow Depth > 3.92" for 10-yr event Inflow = 2.56 cfs @ 13.06 hrs, Volume= 2.127 of f Outflow 2.56 cfs @ 13.11 hrs, Volume= 2.127 af, Atten= 0%, Lag= 3.0 min Primary 2.56 cfs @ 13.11 hrs, Volume= 2.127 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 81.88' @ 12.37 hrs Flood Elev= 85.50' Device Routing Invert Outlet Devices #1 Primary 81.00' 24.0" Round Culvert L= 38.0' Ke=0.500 Inlet/Outlet Invert= 81.00'/80.70' S= 0.0079'/' Cc= 0.900 n=0.012, Flow Area= 3.14 sf I Primary OutFlow Max=2.56 cfs @ 13.11 hrs HW=81.72' TW=80.05' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 2.56 cfs @ 3.71 fps) Post Development f 2018-030 R&L POST Type/1/ 24-hr 10 yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCADD 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 11 I Summary for Pond CB-D: Exist. CB2 Inflow Area = 11.196 ac, 76.38% Impervious, Inflow Depth > 3.83" for 10-yr event Inflow 17.56 cfs @ 12.26 hrs, Volume= 3.572 of Outflow = 17.56 cfs @ 12.31 hrs, Volume= 3.572 af, Atten= 0%, Lag=3.0 min Primary = 17.56 cfs @ 12.31 hrs, Volume= 3.572 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 81.80' @ 12.31 hrs Flood Elev= 85.20' Device Routing Invert Outlet Devices #1 Primary 78.90' 24.0" Round Culvert L= 52.0' Ke= 0.500 Inlet/Outlet Invert= 78.90' / 78.80' S= 0.0019 T Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=17.34 cfs @-12.31 hrs HW=81.77' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Barrel Controls 17.34 cfs @ 5.52 fps) Summary for Pond CB1: CB1 Inflow Area = 1.359 ac, 79.40% Impervious, Inflow Depth = 3.90" for 10-yr event Inflow _ 5.53 cfs @ 12.10 hrs, Volume= 0.442 of Outflow 5.53 cfs @ 12.15 hrs, Volume= 0.442 af, Atten= 0%, Lag= 3.0 min Primary = 5.53 cfs @ 12.15 hrs, Volume= 0.442 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt=0.05 hrs Peak Elev= 84.87' @ 12.15 hrs Flood Elev= 86.20' Device Routing Invert Outlet Devices #1 Primary 82.95' 15.0" Round Culvert L= 160.0' Ke= 0.500 Inlet/Outlet Invert= 82.95' /82.15' S= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=5.45 cfs @ 12.15 hrs HW=84.83' TW=83.13' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 5.45 cfs @ 4.44 fps) Summary for Pond CB2: CB2 Inflow Area = 2.386 ac,100.00% Impervious, inflow Depth > 4.46" for 10-yr event Inflow = 9.88 cfs @ 12.10 hrs, Volume= 0.888 of Outflow = 9.88 cfs @ 12.15 hrs, Volume= 0.888 af, Atten=0%, Lag= 3.0 min Primary = 9.88 cfs @ 12.15 hrs, Volume= 0.888 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 84.08' @ 13.04 hrs Flood Elev= 86.20' Post Development 2018-030 R&L POST Type ///24-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 12 Device Routing Invert Outlet Devices #1 Primary 81.80' 24.0" Round Culvert L= 160.0' Ke= 0.500 Inlet/Outlet Invert= 81.80'/81.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=8.41 cfs @ 12.15 hrs HW=83.68' TW=83.12' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 8.41 cfs @ 3.55 fps) Summary for Pond CB3: CB3 Inflow Area = 1.056 ac,100.00% impervious, Inflow Depth > 4.46" for 10-yr event Inflow - 4.70 cfs @ 12.10 hrs, Volume= 0.393 of Outflow _ 4.70 cfs @ 12.15 hrs, Volume= 0.393 af, Atten=0%, Lag= 3.0 min i Primary 4.70 cfs @ 12.15 hrs, Volume= 0.393 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 85.14' @ 12.16 hrs Flood Elev= 87.40' Device Routing Invert Outlet Devices T #1 Primary 83.21' 15.0" Round Culvert L= 282.0' Ke= 0.500 Inlet/Outlet Invert= 83.21'/ 81.80' S= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.44 cfs @ 12.15 hrs HW=85.12' TW=83.68' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 4.44 cfs @ 3.62 fps) Summary for Pond C134: CB4 Inflow Area = 0.552 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-yr event Inflow = 2.55 cfs @ 12.07 hrs, Volume= 0.205 of Outflow _ 2.55 cfs @ 12.12 hrs, Volume= 0.205 af, Atten= 0%, Lag= 3.0 min Primary 2.55 cfs @ 12.12 hrs, Volume= 0.205 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 85.31' @ 12.19 hrs Flood Elev= 87.40' Device Routing Invert Outlet Devices #1 Primary 84.00' 15.0" Round Culvert L= 158.0' Ke= 0.500 Inlet/Outlet Invert= 84.00'/ 83.21' S= 0.0050 7' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.48 cfs @ 12.12 hrs HW-85.02' TW 84.80' (Dynamic Tailwater) j t--1=Culvert (Outlet Controls 1.48 cfs @ 1.88 fps) 1 Post Development 2018-030 R&L POST Type 11124-hr 10-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 02016 HydroCAD Software Solutions LLC Page 13 Summary for Pond CBS: CB5 Inflow Area = 0.342 ac, 90.16% impervious, Inflow Depth = 4.23" for 10-yr event Inflow = 1.55 cfs @ 12.07 hrs, Volume= 0.121 of Outflow = 1.55 cfs @ 12.12 hrs, Volume= 0.121 af, Atten= 0%, Lag= 3.0 min Primary = 1.55 cfs @ 12.12 hrs, Volume= 0.121 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 85.21' @ 12.25 hrs Flood Elev= 86.60' Device Routing Invert Outlet Devices #1 Primary 82.90' 15.0" Round Culvert L=42.0' Ke= 0.500 Inlet/ Outlet Invert= 82.90' /82.69' S=0.0050 `/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=84.10' TW=84.49' (Dynamic Tailwater) t-1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area = 1.267 ac, 90.01% Impervious, Inflow Depth = 4.18" for 10-yr event f Inflow _ 5.65 cfs @ 12.12 hrs, Volume= 0.441 of 4 Outflow 5.65 cfs @ 12.17 hrs, Volume= 0.441 af, Atten=0%, Lag=3.0 min Primary = 5.65 cfs @ 12.17 hrs, Volume= 0.441 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 85.19' @ 12.21 hrs Flood Elev= 86.60' Device Routing Invert Outlet Devices #1 Primary 82.69' 15.0" Round Culvert L= 98.0' Ke=0.500 Inlet/Outlet invert= 82.69'/82.15' S= 0.0055 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.47 cfs @ 12.17 hrs HW=85.01' TW=84.30' (Dynamic Tailwater) t---1=Culvert (Outlet Controls 4.47 cfs.@ 3.64 fps) Summary for Pond CB7: CB7 Inflow Area = 0.798 ac, 92.75% Impervious, Inflow Depth = 4.23" for 10--yr event Inflow _ 3.63 cfs @ 12.07 hrs, Volume= 0.282 of Outflow 3.63 cfs @ 12.12 hrs, Volume= 0.282 af, Atten= 0%, Lag= 3.0 min Primary = 3.63 cfs @ 12.12 hrs, Volume= 0.282 of } Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 his Peak Elev= 85.29' @ 12.25 hrs Flood Elev= 86.40' 1 Post Development ! 2018-030 R&L POST Type H/24-hr 90-yr Rainfall=4.70" Prepared by Microsoft Printed 10/25/2018 H droCADO 10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices #1 Primary 82.90' 15.0" Round Culvert L=42.0' Ke=0.500 Inlet/Outlet Invert= 82.90' /82,69' S=0.0050'/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=84.36' TW=84.49' (Dynamic Tailwater) t-1=Culvert (Controls 0.00 cfs) Summary for Pond CB8: CB8 Inflow Area = 4.314 ac, 75.39% Impervious, Inflow Depth = 3.83" for 10-yr event Inflow = 16.34 cfs @ 12.16 hrs, Volume= 1.379 of i Outflow _ 16.34 cfs @ 12.21 hrs, Volume= 1.379 af, Atten=0%, Lag= 3.0 min J Primary 16.34 cfs @ 12.21 hrs, Volume= 1.379 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 84.61' @ 12.26 hrs Flood Elev= 85.70' Device Routing Invert Outlet Devices #1 Primary 82.15' 24.0" Round Culvert L= 136.0' Ke= 0.500 Inlet/Outlet Invert= 82.15'/81.47' S= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=13.58 cfs @ 12.21 hrs HW=84.51' TW=83.64' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 13.58 cfs @ 4.62 fps) Summary for Pond CDS: Treatment Unit Inflow Area = 4.314 ac, 75.39% Impervious, Inflow Depth = 3.83" for 10-yr event Inflow = 16.34 cfs @ 12.21 hrs, Volume= 1.379 of Outflow - 16.34 cfs @ 12.26 hrs, Volume= 1.379 af, Atten= 0%, Lag= 3.0 min Primary = 16.34 cfs @ 12.26 hrs, Volume= 1.379 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Elev= 83.91' @ 12.26 hrs Flood Elev= 85.90' Device Routing Invert Outlet Devices #1 Primary 81.47' 24.0" Round Culvert L= 64.0' Ke= 0.500 Inlet/Outlet Invert= 81.47' /81.15' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=16.16 cfs @ 12.26 hrs HW=83.89' TW=81.51' (Dynamic Tailwater) l t-1=Culvert (Barrel Controls 16.16 cfs @ 5.40 fps) I Post Development I 2018-030 R&L POST Type /1l 24-hr 10-yr Rainfall=4.70" I Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 15 I Summary for Pond DMH-A: Exist. DMH Inflow Area = 6.511 ac, 81.40% Impervious, Inflow Depth > 3.92" for 10-yr event Inflow - 2.56 cfs @ 13.01 hrs, Volume= 2.127 of Outflow = 2.56 cfs @ 13.06 hrs, Volume= 2.127 af, Atten= 0%, Lag=3.0 min Primary = 2.56 cfs @ 13.06 hrs, Volume= 2.127 of Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Peak Bev= 82.04' @ 13.10 hrs Flood Elev= 85.60' Device Routing Invert Outlet Devices #1 Primary 81.00' 15.0" Round Culvert L= 160.0' Ke= 0.500 Inlet/Outlet Invert= 79.60' / 81.00' S= -0.0088'/' Cc=0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.56 cfs @ 13.06 hrs HW=82.04' TW=81.72' (Dynamic Tailwater) t--9=Culvert (Outlet Controls 2.56 cfs @ 2.09 fps) Summary for Pond DP1: Design Point 1 Inflow Area = 6.277 ac, 76.08% Impervious, Inflow Depth = 3.80" for 10-yr event Inflow _ 14.12 cfs @ 12.47 hrs, Volume= 1.986 of Primary 14.12 cfs @ 12.52 hrs, Volume= 1.986 af, Atten= 0%, Lag= 3.0 min Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs Summary for Pond DP2: (new Pond) Inflow Area = 11.196 ac, 76.38% Impervious, Inflow Depth > 3.83" for 10-yr event Inflow = 17.56 cfs @ 12.31 hrs, Volume= 3.572 of Primary = 17.56 cfs @ 12.36 hrs, Volume= 3.572 af, Atten= 0%, Lag= 3.0 min Routing by Sim-Route method, Time Span= 1.00-74.00 hrs, dt= 0.05 hrs l E l 1 I i Post Development i 2018-030 R&L POST Type 111 24-hr 2-yr Rainfall=3.20" Prepared by Microsoft Printed 10/25/2018 HydroCAD® 10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 16 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area 273,438 sf 76.08% Impervious Runoff Depth=2.35" Flow Length=150' Slope=0.0133 '/' Tc=35.0 min CN=92 Runoff=8.93 cfs 1.230 of I Subcatchment 2: Sub 2 Runoff Area=132,711 sf 69.31% Impervious Runoff Depth=2.26" Flow Length=1,010' Tc=10.7 min CN=91 Runoff=6.73 cfs 0.573 of Subcatchment 3: To CB3 Runoff Area=21,961 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=1.58 cfs 0.125 of Subcatchment 4: To CB4 Runoff Area=24,042 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=1.73 cfs 0.136 of Subcatchment 5: To C135 Runoff Area=14,877 sf 90.16% Impervious Runoff Depth=2.75" Tc=5.0 min CN=96 Runoff=1.03 cfs 0.078 of Subcatchment 6: To CB6 Runoff Area=5,536 sf 72.45% Impervious Runoff Depth=2.26" Tc=5.0 min CN=91 Runoff=0.33 cfs 0.024 of Subcatchment 7: To CB7 Runoff Area=34,781 sf 92.75% Impervious Runoff Depth=2.75" Tc=5.0 min CN=96 Runoff=2.41 cfs 0.183 of Subcatchment 8: To Exist CB-A Runoff Area=39,801 sf 86.02% Impervious Runoff Depth=2.64" Tc=5.0 min CN=95 Runoff=2.70 cfs 0.201 of Subcatchment 9: To Exist. CB-13 Runoff Area=24,718 sf 96.17%Impervious Runoff Depth=2.86" Tc=5.0 min CN=97 Runoff=1.75 cfs 0.135 of Subcatchment 10: Sub 10 Runoff Area=57,939 sf 100,00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=4.16 cfs 0.329 of Subcatchment 11: Sub 11 Runoff Area=59,190 sf 79.40%Impervious Runoff Depth=2.45" Flow Length=151' Slope=0.0100 '/' Tc=7.4 min CN=93 Runoff=3.55 cfs 0.277 of Subcatchment 12: Sub 12 Runoff Area=55,975 sf 39.17% Impervious Runoff Depth=1.54" Tc=5.0 min CN=82 Runoff=2.31 cfs 0.165 of Subcatchment 13: Sub 13 Runoff Area=16,183 sf 0.00%Impervious Runoff Depth=1.04" Flow Length=60' Slope=0.0100'/' Tc=12.5 min CN=74 Runoff=0.34 cfs 0.032 of Pond 131: Stormwater Basin Peak Elev=83.35' Storage=39,007 cf Inflow=16.23 cfs 1.368 of Outflow=0.81 cfs 1.347 of Pond CB-A: Exist. CB-A Peak Elev=83.35' Inflow=2.70 cfs 0.201 of 15.0" Round Culvert n=0.012 L=132.0' S=0.0061 T Outflow=2.70 cfs 0.201 of Pond CB-B: Exist. CB-B Peak Elev=83.35' Inflow=4.28 cfs 0.336 of 24.0" Round Culvert n=0.012 L=200.0' S=-0.0010 7' Outflow=4.28 cfs 0.337 of Post Development 2018-030 R&L POST Type 11/24-hr 2-yr Rainfall=3.20" Prepared by Microsoft Printed 10/25/2018 H droCAD®10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 17 Pond CB-C: Exist. CB Peak Elev=81.39' inflow=0.81 cfs 1.346 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 7 Outflow=0.81 cfs 1.346 of Pond CB-D. Exist. CB2 Peak Elev=80.88' Inflow 11.17 cfs 2.237 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019 '/' Outflow=11.17 cfs 2.237 of Pond CB1: CB1 Peak EIev=84.06' Inf[ow=3.55 cfs 0.277 of 15.0" Round Culvert n=0.012 L=160.0' S=0.00507 Outflow=3.55 cfs 0.277 of fPond CB2: CB2 Peak EIev=83.35' lnflow=6.68 cfs 0.590 of 24.0" Round Culvert n=0.012 L=160.0' S=0.0050 7' Outflow=6.68 cfs 0.590 of Pond CB3: CB3 Peak EIev=84.32' Inflow=3.17 cfs 0.261 of 15.0" Round Culvert n=0.012 L=282.0' S=0.0050'/' Outflow=3.17 cfs 0.261 of Pond CB4: CB4 Peak Elev=84.79' Inflow=1.73 cfs 0.136 of 15.0" Round Culvert n=0.012 L=158.0' S=0.0050'/' Outflow=1.73 cfs 0.136 of Pond CB5: CB5 Peak EIev=84.12' Inflow=1.03 cfs 0.078 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050 '/' Outflow=1.03 cfs 0.078 of Pond CB6: CB6 Peak EIev=84.11' Inflow=3.74 cfs 0.285 of 15.0" Round Culvert n=0.012 L=98.0' S=0.00557 Outflow=3.74 cfs 0.285 of Pond CB7: CB7 Peak EIev=84.16' Inflow=2.41 cfs 0.183 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050'/' Outflow=2.41 cfs 0.183 of Pond CB8: CB8 Peak EIev=83.87' Inflow=10.43 cfs 0.858 of 24.0" Round Culvert n=0.012 L=136.0' S=0.0050 7 Outflow=10.43 cfs 0.858 of Pond CDS. Treatment Unit Peak EIev=83.20' Inflow 10.43 cfs 0.858 of 24.0" Round Culvert n=0.012 L=64.0' S=0.0050 ? Outflow=10.43 cfs 0.858 of Pond DMH-A: Exist. DMH Peak Elev=81.51' Inflow=0.81 cfs 1.347 of 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=0.81 cfs 1.347 df Pond DP1: Design Point 1 inflow=8.93 cfs 1.230 of Primary=8.93 cfs 1.230 of Pond DP2: (new Pond) Inflow=11.17 cfs 2.237 of Primary=1 1.17 cfs 2.237 of Post Development 2018-030 R&L POST Type Ill 24-hr 25-yr Rainfalf=5.50" Prepared by Microsoft Printed 10/25/2018 H droCAD® 10.00-18 s/n 02386 ©2016 N droCAD Software Solutions LLC Page 18 Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1. Sub 1 Runoff Area=273,438 sf 76.08% Impervious Runoff Depth=4.58" Flow Length=150' Slope=0.0133 '/' Tc=35.0 min CN=92 Runoff=16.87 cfs 2.395 of Subcatchment 2: Sub 2 Runoff Area=132,711 sf 69.31% Impervious Runoff Depth=4.47" Flow Length=1,010' Tc=10.7 min CN=91 Runoff=12.90 cfs 1.135 of Subcatchment 3: To CB3 Runoff Area=21,961 sf 100.00% Impervious Runoff Depth>5.26" Tc=5.0 min CN=98 Runoff=2.73 cfs 0.221 of ` Subcatchment 4: To CB4 Runoff Area=24,042 sf 100.00% Impervious Runoff Depth>5.26" I Tc=5.0 min CN=98 Runoff=2.99 cfs 0.242 of Subcatchment 5: To CB5 Runoff Area=14,877 sf 90.16% Impervious Runoff Depth=5.03" Tc=5.0 min CN=96 Runoff=1.83 cfs 0.143 of Subcatchment 6: To CB6 Runoff Area=5,536 sf 72.45% Impervious Runoff Depth=4.47" Tc=5.0 min CN=91 Runoff=0.64 cfs 0.047 of Subcatchment 7:To CB7 Runoff Area=34,781 sf 92.75% Impervious Runoff Depth=5.03" Tc=5.0 min CN=96 Runoff=4.27 cfs 0.335 of Subcatchment 8: To Exist CB-A Runoff Area=39,801 sf 86.02% Impervious Runoff Depth=4.92" + Tc=5.0 min CN=95 Runoff=4.84 cfs 0.374 of i{ Subcatchment 9: To Exist. CB-B Runoff Area=24,718 sf 96.17% Impervious Runoff Depth=5.15" Tc=5.0 min CN=97 Runoff=3.06 cfs 0.243 of Subcatchment 10: Sub 10 Runoff Area=57,939 sf 100.00%Impervious Runoff Depth>5.26" Tc=5.0 min CN=98 Runoff=7.21 cfs 0.583 of Subcatchment 11: Sub I I Runoff Area=59,190 sf 79.40%Impervious Runoff Depth=4.69" Flow Length=151' Slope=0.0100 '/' Tc=7.4 min CN=93 Runoff=6.57 cfs 0.531 of Subcatchment 12: Sub 12 Runoff Area=55,975 sf 39.17% Impervious Runoff Depth=3.53" Tc=5.0 min CN=82 Runoff=5.29 cfs 0.378 of Subcatchment 13: Sub 13 Runoff Area=16,183 sf 0.00%Impervious Runoff Depth=2.77" S Flow Length=60' Slope=0.0100'/' Tc=12.5 min CN=74 Runoff=0.96 cfs 0.086 of Pond B1: Stormwater Basin Peak Elev=84.51' Storage=64,590 cf Inflow=29.61 cfs 2.573 of Outflow=3.24 cfs 2.550 of E Pond CB-A: Exist. CB-A Peak Elev=84.52' Inflow=4.84 cfs 0.374 of 15.0" Round Culvert n=0.012 L=132.0' S=0.0061 '/' Outflow=4.84 cfs 0.374 of Pond CB-B: Exist. CS-B Peak Elev=84.51' Inflow=7.61 cfs 0.618 of 24.0" Round Culvert n=0.012 L=200.0' S=-0.00107' Outflow=7.61 cfs 0.618 of Post Development 2018-030 R&L POST Type 11124-hr 25 yr Rainfal1=5.50" I Prepared by Microsoft Printed 10/25/2018 ff H droCAD®10.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 19 Pond CB-C: Exist. CB Peak Elev=82.36 Inflow=3.24 cfs 2.549 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 '/' Outflow=3.24 cfs 2.549 of Pond CB-D: Exist. CB2 Peak EIev=82.30' Inflow=21.55 cfs 4.295 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019'/' Outflow=21.55 cfs 4.295 of Pond CBI: CB1 Peak EIev=85.49' Inflow=6.57 cfs 0.531 of 15.0" Round Culvert n=0.012 L=160.0' S=0.0050.'/' Outflow=6.57 cfs 0.531 of Pond CB2: CB2 Peak EIev=84.52' Inflow=11.58 cfs 1.046 of 24.0" Round Culvert n=0.012 L=160.0' S=0.0050'/' Outflow=11.58 cfs 1.046 of Pond CB3: CB3 Peak EIev=86.04' Inflow=5.50 cfs 0.463 of 15.0" Round Culvert n=0.012 L=282.0' S=0.0050'/' Outflow=5.50 cfs 0.463 of Pond C134: CB4 Peak EIev=86.23' Inflow=2.99 cfs 0.242 of 15.0" Round Culvert n=0.012 L=158.0' S=0.0050'/' Outflow=2.99 cfs 0.242 of C Pond CB6: CB5 Peak Elev=86.02' Inflow=1.83 cfs 0.143 of 15.0" Round Culvert n=0.012 L=42.0' S=0.00507 Outflow=1.83 cfs 0.143 of Pond CB6: CB6 Peak Elev=85.96' Inflow=6.66 cfs 0.525 of 15.0" Round Culvert n=0.012 L=98.0' S=0.0055'/' Outflow=6.66 cfs 0.525 of Pond C137: 0137 Peak EIev=86.10' Inflow=4.27 cfs 0.335 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050'/' Outflow=4.27 cfs 0.335 of Pond CB8: CB8 Peak EIev=85.47' Inflow=19.47 cfs 1.660 of 24.0" Round Culvert n=0.012 L=136.0' S=0.0050 '/' Outflow=19.47 cfs 1.660 of Pond CDS: Treatment Unit Peak Elev=84.46' lnflow=19.47 cfs 1.660 of 24.0" Round Culvert n=0.012 L=64.0' S=0.0050'/' Outflow=19.47 cfs 1.660 of Pond DMH-A: Exist. DMH Peak EIev=82.75' lnflow=3.24 cfs 2.549 of 15.0" Round Culvert n=0.012 L=160.0' S=40088 7' Outflow=3.24 cfs 2.549 of Pond DP1: Design Point I Inflow=16.87 cfs 2.395 of Primary=16.87 cfs 2.395 of Pond DP2: (new Pond) Inflow=21.55 cfs 4.295 of Primary=21.55 cfs 4.295 of k I l I Post Development 2018-030 R&L POST Type Ill 24-hr 100-yr Rainfall=6.90" Prepared by Microsoft Printed 10/25/2018 H droCAD810.00-18 s/n 02386 ©2016 H droCAD Software Solutions LLC Page 20 ` Time span=1.00-74.00 hrs, dt=0.05 hrs, 1461 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Subcatchment 1: Sub 1 Runoff Area 273,438 sf 76.08% Impervious Runoff Depth=5.96" Flow Length=150' Slope=0.0133 '/' Tc=35.0 min CN=92 Runoff=21.64 cfs 3.116 of Subcatchment 2: Sub 2 Runoff Area=132,711 sf 69.31% Impervious Runoff Depth=5.84" Flow Length=1,010' Tc=10.7 min CN=91 Runoff=16.61 cfs 1.483 of Subcatchment 3: To CB3 Runoff Area=21,961 sf 100.00% Impervious Runoff Depth>6.66" Tc=5.0 min CN=98 Runoff=3.43 cfs 0.280 of Subcatchment 4: To CB4 Runoff Area=24,042 sf 100.00% Impervious Runoff Depth>6.66" Tc=5.0 min CN=98 Runoff=3.76 cfs 0.306 of Subcatchment 5: To CB5 Runoff Area=14,877 sf 90.16% Impervious Runoff Depth=6.42" Tc=5.0 min CN=96 Runoff=2.31 cfs 0.183 of Subcatchment 6: To C136 Runoff Area=5,536 sf 72.45% Impervious Runoff Depth=5.84" Tc=5.0 min CN=91 Runoff=0.82 cfs 0.062 of Subcatchment 7: To CB7 Runoff Area=34,781 sf 92.75% Impervious Runoff Depth=6.42" Tc=5.0 min CN=96 Runoff=5.39 cfs 0.427 of Subcatchment 8: To Exist CB-A Runoff Area=39,801 sf 86.02% Impervious Runoff Depth=6.31" Tc=5.0 min CN=95 Runoff=6.13 cfs 0.480 of Subcatchment 9: To Exist. CB-B Runoff Area=24,718 sf 96.17% Impervious Runoff Depth>6.54" Tc=5.0 min CN=97 Runoff=3.85 cfs 0.309 of Subcatchment 10: Sub 10 Runoff Area=57,939 sf 100.00% Impervious Runoff Depth>6.66" Tc=5.0 min CN=98 Runoff=9.06 cfs 0.738 of Subcatchment 11: Sub 11 Runoff Area=59,190 sf 79.40% Impervious Runoff Depth=6.07" Flow Length=151' Slope=0.0100 '/' Tc=7.4 min CN=93 Runoff=8.39 cfs 0.688 of Subcatchment 12: Sub 12 Runoff Area=55,975 sf 39.17% Impervious Runoff Depth=4.82" Tc=5.0 min CN=82 Runoff=7.20 cfs 0.516 of Subcatchment 13: Sub 13 Runoff Area=16,183 sf 0.00%Impervious Runoff Depth=3.96" Flow Length=60' Slope=0.0100 '/' Tc=12.5 min CN=74 Runoff=1.39 cfs 0.122 of Pond 131: Stormwater Basin Peak Elev=85.25' Storage=83,263 cf Inflow=37.74 cfs 3.318 of Outflow=4.38 cfs 3.294 of Pond CB-A: Exist. CB-A Peak Eleu=85.41' Inflow=6.13 cfs 0.480 of 15.0" Round Culvert n=0.012 L=132.0' S=0.0061 T Outflow=6.13 cfs 0.480 of Pond CB-B: Exist. CB-B Peak Elev=85.25' lnflow=9.62 cfs 0.790 of 24.0" Round Culvert n=0.012 L=200.0' S=-0.00107' Outflow=9.62 cfs 0.789 of f Post Development 2018-030 R&L POST Type !l124-hr 100-yr Rainfall=6.90" Prepared by Microsoft Printed 10/25/2018 HydroCAD®10.00-18 s/n 02386 ©2016 HydroCAD Software Solutions LLC Page 21 Pond CB-C: Exist. CB Peak Elev=83.57 Inflow=4.38 cfs 3.294 of 24.0" Round Culvert n=0.012 L=38.0' S=0.0079 T Outflow=4.38 cfs 3.294 of Pond CB-D: Exist. C1132 Peak Elev 83.52' Inflow=28.82 cfs 5.571 of 24.0" Round Culvert n=0.012 L=52.0' S=0.0019'/' Outflow=28.82 cfs 5.571 of Pond CBI: CB1 Peak Elev=87.25' Inflow=8.39 cfs 0.688 of 15.0" Round Culvert n=0.012 L=160.0' S=0.0050 7' Outflow=8.39 cfs 0.688 of Pond C132: C1132 Peak Elev=85.26' Inflow=14.56 cfs 1.324 of 24.0" Round Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=14.56 cfs 1.324 of Pond CB3: CB3 Peak EIev=87.98' Inflow=6.92 cfs 0.586 of 15.0" Round Culvert n=0.012 L=282.0' S=0.0050'/' Outflow=6.92 cfs 0.586 of ! Pond C134: C134 Peak EIev=88.27' inflow=3.76 cfs 0.306 of i 15.0" Round Culvert n=0.012 L=158.0' S=0.0050 7' Outflow=3.76 cfs 0.306 of h Pond C135: CB5 Peak EIev=87.92' Inflow=2.31 cfs 0.183 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050'/' Outflow=2.31 cfs 0.183 of Pond CB6: CB6 Peak EIev=87.89' Inflow=8.42 cfs 0.672 of 15.0" Round Culvert n=0.012 L=98.0' S=0.0055'/' Outflow=8.42 cfs 0.672 of Pond C1137: CB7 Peak EIev=88.06' Inflow=5.39 cfs 0.427 of 15.0" Round Culvert n=0.012 L=42.0' S=0.0050'1' Outflow=5.39 cfs 0.427 of Pond CB8: CB8 Peak EIev=87.13' Inflow=24.92 cfs 2.155 of 24.0" Round Culvert n=0.012 L=136.0' S=0.0050 ? Outflow=24.92 cfs 2.155 of Pond CDS: Treatment Unit Peak EIev 8529' Inflow=24.92 cfs 2.155 of 24.0" Round Culvert n=0.012 L=64.0' S=0.0050'/' Outflow=24.92 cfs 2.155 of Pond DMH-A: Exist. DMH Peak Elev=84.23' Inflow=4.38 cfs 3.294 of 15.0" Round Culvert n=0.012 L=160.0' S=-0.0088 7' Outflow=4.38 cfs 3.294 of Pond DPI: Design Point 1 Inflow=21.64 cfs 3.116 of Primary=21.64 cfs 3.116 of Pond DP2: (new Pond) Inflow=28.82 cfs 5.571 of Primary=28.82 cfs 5.571 of i i i i i i Appends 5: MISCELLANEOUS CALCULATIONS 030 J.R. RUSSO &ASSOCIATES, LLC JOB Professional Engineers&Surveyors SHEET NO. OF SERVING CONNECTICUT&MASSACHUSET"TS CALCULATED BY DATE —A I Shoham Rd. e East Windsor,CT 06088 CONN(860)623-0569 e MASS (413)785.1158 CHECKED BY DATE: www.jrrusso.com SCALE ... .................................. .............. ............. ............................ J­ Z4 P%AAe ............ q 01 00 ltz� o CS L'. kr- 1�369 :kc. 1: -�cl ,qoe7 1?\ 01.09 + OPOq 01:14 04 1�cov" AC-1 1007*'7* ct's 9\:= o.0 4- Q,56, ow a-C'Xrl ": q G 9 cr -cctwk koav: c-r q. (1716 1F.' '. IG)(�ZO C-F k"V1 L7 JvtC& AS_&k:, (0L_CrCS) e� Ise kt VNI C\Ak-, \AA -5 CUST,AA pw"Uno.:�" v�. JOB Zola J.R. RUSSO &ASSOCIATES, LLC Professional Engineers &Surveyors SHEET NO. OF SERVING CONNECTICUT&MASSACHUSETTS CALCULATED BY- —rk C, DATE lu. 1 Shoham Rd. e East Windsor, CT 06088 CONN (860)623-0569 a MASS(413) 785-1158 CHECKED BY DATE www.jffusso.com SCALE .............. ..................... .. ... ......... • .. ............ ............... I r 0 ovv) cz lo,7 onewct CL( C, + 0" C/ ca Fo zckouj cp O(T VoL U,F -79S 0 50 18 Z. Liq G25 > 4� Z, -7 -7 -7 (b (oZ. .39 L -7 4 C1 i VA t Zoo T ez— o J.R. RUSSO &ASSOCIATES, LLC JOB Professional Engineers&Surveyors SHEET NO. OF SERVING CONNECTICUT&MASSACHUSETTS CALCULATED BY All I Shoham Rd. * East Windsor, CT 06088 CONN (860)623-0569 e MASS(413)785-1158 CHECKED BY DATE www.jrrusso.com SCALE ........... A 08 69-12- 2-3 01, q 311 A!(o2--7 1 -z o MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: December 6, 2018 Re: Appl. 18-62P — R&L Trucking site plan 570 Sullivan Avenue. Plans dated 10/31/18 The project is to expand a parking/storage yard on an industrial equipment storage yard. The site is 7.4 acres in size. An expansion to the existing stormwater management system is also proposed. Disturbance proposed within the URA equals approximately 1.2 acres Site: The parcel is located in the Bancroft Brook watershed. The total parcel area is 7.4 acres. The wetland boundaries shown appear to be accurate. Wetland flags are present in the field. The site is rectangular shaped oriented north/south. The topography on the site is very flat. The site is currently developed as an industrial equipment storage yard and office. It is the intent to combine this parcel with the parcel to the west which is an established truck terminal site (#540 Sullivan Ave). The regulated area on the site consists of a wetland area in the northern 1/a of the parcel. The rise and fall of the groundwater influences the hydrology of the wetlands on this parcel. The wetland is a wooded wetland with early successional trees and shrubs present. Vegetation on the wetland consists of red maple, cottonwood, and gray birch in the overstory. The understory vegetation is comprised of viburnums, staghorn sumac, multiflora rose, several species of ferns, bittersweet and grape. The wooded component is in the early successional stage with the tree species in the sapling and pole stage of development. Two wetland areas occur on the property, one along the western property boundary, and the other in the northeastern portion of the site. They are both man-made ditches that hold standing water during wet periods of the year. Wetland specific plants are scarce or absent in these areas. Wetland Functions: Major functions of the wetland are wildlife habitat, water transport, and groundwater recharge. These are limited due its small size and isolation to other wetlands in the area. Impacts: Sedimentation: The upland soils on the site are mapped as Sudbery (SsA) 0-5% slopes and Ninigret (NnA) 0- 5% slopes. The wetland soils are mapped as Walpole (WdA). All of these soils have an erosion potential listed as low. Due to the flat topography on the site and sandy composition of the soil, standard E&S controls as shown on the plans should be adequate to contain migrating sediments generated by construction activities associated with the project. Stormwater Quality: Stormwater quality is proposed to be addressed by expanding the existing biofilter/detention basin. Catch basins with trap hoods will be installed within the parking lot to collect floatables and fluids. Stormwater Quantity: The basin is designed to accommodate the 100-year storm event with storage capacity. Due to the high water table on the site infiltration is not feasible as an alternative that would reduce the amount of runoff entering the basin. Mitigation: Compensatory mitigation in the form of wetland creation is proposed. The proposed expanded stormwater basin will have additional area added to the northern portion that will be separated apart from the area receiving stormwater runoff. This area will have a more intensive planting plan with more diverse species proposed. Additionally, understory plant species are proposed to be added along the limit of clearing that will increase the habitat value of the remaining vegetation. Removal of the established Phragmites is proposed in the large retention basin in the northern portion of the existing trucking site on 540 Sullivan. The removal of this invasive plant will allow native plants to recolonize the area and increase its wildlife value. Habitat: The clearing of upland vegetation between the wetland area and the western ditch will occur. Habitat plantings are proposed to be added to existing plants along the limit of clearing to provide additional food and cover for wildlife. The proposed perimeter fence will also be installed along the limit of clearing instead of along the property boundary to allow wildlife access to the wetland after construction. �0*N sfq Y Town op slQitdA `d C � a 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 0R.ca TELEPHONE (860)644-2511 CERTIFIED#70160910000098611230 December 20, 2018 Scott Eccard R&L Trucking 540 Sullivan Avenue South Windsor, CT 06074 RE: Appl.#18-61 P—R&L Trucking—570 Sullivan Avenue Dear Mr. Eccard: On December 19, 2018, the Inland Wetlands Agency/Conservation Commission approved Appl. 18-61 P— R&L Trucking, 540-570 Sullivan Ave—IWAICC application for the construction of a repair/refueling facility and trailer storage yard, parking, and associated utilities on a portion of land north of Sullivan Ave, Industrial (1) zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The applicant shall indemnify and mold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3, The permit is valid for five years and shall expire on December 19, 2023. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of $10,000 for installation and maintenance of erosion and sediment controls during construction; $15,000 for establishment of stormwater structures; $15,000 for creation and maintenance of the mitigation areas and invasive control - to be held for three growing seasons to ensure proper establishment of the plantings. 5. A maintenance plan approved by town staff shall be established for the long term invasive plant control within wetland areas. 6. On the planting plan the Japanese Barberry shall be replaced with American Cranberry Bush. 7. All approvals required must be obtained and submitted prior to any activity on the site. 8. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION 1 '�t'T 0 Barbara Kelly, Chairperson cc: Director of Planning Chief Building Official Town Engineer JR Russo