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Home My WebLink About19-12P Educational Playcare IWACC 7FES CEIVED 0 4 2619 Eeu i V:�u tlsw INLAND VJ TLANUSNCY TOWN Off`SOUTHWINDSOR CONS�111 Al iON CO,gtitlSl;lON INLAND WE 51 LANDS9 WATERCOURSES AND CONSERVATION APPLICATION Application#f - P Date Received r� INSTRUCTIONS 1. Flfteern 2ppincatlons (IS)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 wrjth respect to the standards and criteria for application Evaluation.(Sec Regulations, Sections III--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 form. A. Applicant's Name: Educational Playcare, LTD Address: 555 Day Hill Road,Wndsor CT 06095 Phone: (home) (work) 860 SU3-Oa�fl7 (en731I) hfreerrean@educationalplaycane.com R. Legal owner's name: Lee A Urbanatti ETAL(Hollis Cassano-Owners Rep) Address 163 Ludlow Road,Manchester CT 06040 Phone(home) 860-983-5535 (work) (email) ctdaycare@aol.com (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 applications thrust accompany this form and will be part of the application. D. Project Dame(if any) Educational Playcare(Day Care Center) Project Address 742 Ellington Road,South Windsor CT 1. Contact Person(if further information is needed) Benjamin Nweler (work) 860-291-8755 (fax) 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 snap# 24 Parcel# 1 _ Zone RC 7 F. Dames of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) see attached 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? Proof of mailing to be submitted ** (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 fell and the time element involved: Development of a 16,000 sf¢!-Day Care Facility and associated improvements including parking,utilities,and stormwater managemen componen e o a is u ante an a 5i approxima®y acres, a �r vde a is u ante area is Uplandi i f ri building,playground,sidewalk,grading,detention basin,as well as stormwater outlets,and associated rip-rap spill ways.Native fill will be used in the construction of the site.Site work is proposed to commence in Spring,2019 and be completed in Summer 2019, I. A class A-2 map of the property drawn to I"=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 roust be submitted. J. Amount of regulated area disturbance (within upland review area or regulated buffers) 14.000 sf(0.32 Acres) K. Acreage of wetlands and watercourses in regulated areas to be altered: o L. Acreage of wetlands and watercourses to be created: o M. Lineal feet of proposed stream alteration: 0 N. Total land area of project and percentage, which is wetlands: 2.6 Acre Site with 5.5%Wetlands 0.155 AC(6,776 SF)we lands 0. 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.Q.T., The army Corps of Engineers, and any other State,local or Federal Permits.) DOT,Paz,WPCA P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) 742 Ellington Road By Design Professionals in,-- blame Benjamin P.Wheeler on or before the:following date 10 Days Before the Meeting Signature: These signs must be displayed continuously for at lent ten (10) days prior to scheduled MeeUng (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, shall 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 final decision has been issued. Signature of®caner of Property Date Signature of Applicant Date 6 W11WACCadtnin\ orms\1WACC Applicatiat <D JMM WETLAND CONSULTING SERVICES, LLC 23 Horseshoe Ridge Road REPORT DATE: January 10, 2019 Newtown, CT 06482 PAGE 1 OF 3 Phone: 203-364-0345 ON-SITE SOIL INVESTIGATION REPORT PROJECT NAME&SITE LOCATION: JMM Job No.: 18-2381-SWN-5 Project Site Field Investigation Date(s): 1/8/19 742 Ellington Road Field Investigation Method(s): South Windsor, Connecticut ® Spade and Auger ❑ Backhoe Test Pits ❑ Other: REPORT PREPARED FOR: Field Conditions: Mr. Harry Freeman Weather: Cloudy 30's Educational Playcare, LTD. Soil Moisture: Moist 555 Day Hill Road Snow Depth: N/A Windsor, CT 06095 Frost Depth: N/A Purpose of Investigation: ® Wetland Delineation/Flagging in Field ❑ Wetland Mapping on Sketch Plan or Topographic Plan ❑ High Intensity Soil Mapping by Soil Scientist ® Medium Intensity Soil Mapping from NRCS Soil Survey Maps ❑ Other: Base Map Source: USDA-NRCS Web Soil Survey attached Wetland Boundary Marker Series: JMM-1 to JMM-19 General Site Description/Comments: The site is located north/northwest of Ellington Road in South Windsor CT. The site at present, is an undeveloped forested parcel with a regulated forested wetland that includes a watercourse Qsee Figure 1 attached). The soil types were found to be mainly undisturbed with disturbed soils noted. The disturbed soils were observed mainly adjacent to Ellington Road. The undisturbed soils are derived from glacial outwash i.e. stratified sand and ravel deposits and alluvial (i.e., stratified sand and silt) deposits. The undisturbed "upland type" soils are comprised of the excessively drained Windsor (36) soil series and the moderately well drained Ninigret (701) soil series. Any disturbed upland soils were mapped as the Udorthents (308),ma2ping unit. The undisturbed "wetland- type" soils were identified as the poorly drained Walpole (13,) and Rlppowam_(103) soil series. The "regulated areas" associated with the site consist of a perennial watercourse and its associated wooded swamp located along the northeastern part of the site (JMM-#-series). Typical vegetation observed within the regulated area included such species as red maple, sugar maple, multiflora rose, sedges, jewelweed. .garlic mustard, and poison ivy, to name a few. PAGE 2 OF 3 DATE: 1/10/19 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME&SITE LOCATION: Project Site 742 Ellington Roads South Windsor, CT SOIL MAP UNITS Wetland Soils Walpole sandy loam (13). This series consists of deep, poorly drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in shallow drainage ways and low-lying positions on stream terraces and outwash plains. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark brown sandy loam surface layer 6 inches thick. The subsoil from 6 to 23 inches is mottled, grayish brown sandy loam. The substratum from 23 to 60 inches is mottled, light brownish gray, gravelly loamy sand and gravelly sand. Rippowam fine sandy loam (103). The Rippowam series consists of deep, poorly drained soils formed in loamy, alluvial sediments. They are nearly level soils on floodplains. The soils formed in recent alluvium derived mainly from schist, gneiss or granite. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 5 inches thick. The subsoil from 5 to 27 inches is dark grayish brown, mottled fine sandy loam and sandy loam. From 27 to 60 inches the substratum is dark gray and grayish brown, loose stratified, loamy sand and very gravelly sand. This soil was formerly mapped in Connecticut as Rumney. Upland Soils Windsor loamy fine sand (36). This series consists of very deep, excessively drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to strongly sloping soils on glaciofluvial terraces, deltas and outwash plains. The soils formed in thick deposits of sand derived mainly from granite, gneiss and quartzite, but in places containing materials from schist and sandstone. The sand is poorly graded; medium sand is generally dominant and typically contains little or no gravel. Typically, these soils have a dark brown loamy sand surface layer 7 inches thick. The subsoil from 7 to 28 inches is yellowish brown loamy sand. The substratum from 28 to 60 inches is light yellowish brown sand. Ninigret fine sandy loam (701). This series consists of very deep moderately well drained soils formed in a coarse-loamy mantle underlain by sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in slight depressions and broad drainage ways. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 8 inches thick. The subsoil from 8 to 26 inches is yellowish brown fine sandy loam with mottles below 16 inches. The substratum from 26 to 60 inches is mottled, pale brown, loose, stratified loamy sand. Udorthents (308). This soil mapping unit consists of well drained to moderately well drained soils that have been altered by cutting, filling, or grading. The areas either have had two feet or more of the upper part of the original soil removed or have more than two feet of fill material on top of the original soil. Udorthents or Made Land soils can be found on any soil parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. C:1UsersUim.68L1BY11DocumentsUMM Wetland DataUobs-2018118-2381-SWN-S_742EIlingtonRdlTMM-SoilReport-720EllingtonRd.doc PAGE 3 OF 3 DATE: 1/10/19 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME&SITE LOCATION: Project Site 742 Ellington Road, South Windsor, CT SOIL MAP UNITS See previous page Any accompanying soil logs and soil maps, and the on-site soil investigation narrative are in accordance with the taxonomic classification of the National Cooperative Soil Survey of the USDA Natural Resource Conservation Service, and with the Connecticut Soil Legend (DEP Bulletin No.5, 1983). Jurisdictional wetland boundaries were delineated pursuant to the Connecticut General Statutes (CGS Sections 22a-36 to 22a-45), as amended. The site investigation was conducted and/or reviewed by the undersigned Registered Soil Scientist(s) [registered with the Society of Soil Scientists of Southern New England (SSSSNE)in accordance with the standards of the Federal Office of Personnel Management]. All wetland boundary lines established by the undersigned Soil Scientist are subject to change until officially adopted by, local, state,and federal regulatory agencies. Respectfully submitted, JMM WETLAND CONSULTING SERVICES,LLC James M.McManus,MS,CPSS Certified Professional Soil Scientist Field Investigator/Reviewer C:\Users\lim.68LiBY1\Documents\TMM Wetland DataUobs-2018\18-2381-SWN-5_742E1IingtonRd\JMM-SoilReport-720EIlingtonRd.doc FIGURE) 742 Ellington Road, South Windsor, CT Town GIS Aerial Photo Showing the Approximate Location of Regulated Wetlands and Property Boundaries. Town of South Windsor K d' Geographic Information System (GIS) `ny% tiny�R{n' i `-` Approximate Location - r r Y Sv ry E 1 y�. i �4: �" ^� M,117, z li4 � f N MAP DISCLAIMER-NOTICE OF LIABILITY Approximate Scale: 1 inch=100 feet This map is for assessment purposes only.It is not for legal description W fi or conveyances.All information is subject to verification by any user. 00 The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Feet S ti rr mrr rrr�� rr n rv..r ,rtr. ,r.rr • - .,pit ,. . . - ��,. �. � ,.y '"�Vy� �•�a � .:�`.'?, `� .__'._ �y. fj'� �� a .. `. "'-..mot. �,. . • �' �• " vi e h ew 4 . `fin` 4 c• 'r- 8 ... ^Y -i l } � N4 . ' le ON ,. L:11 S 11 ::rl UH 'r 1111 Ir r1 III/ 1rr1 11.11 I1 11 01 711 .H Soil Map State of Connecticut (742 Ellington Road,South Windsor,CT) MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) 1:12,000. Stony Spot Solis a very Stony Spot Warning:Soil Map may not be valid at this scale. Q Soil Map Unit Polygons r Wet Spot Enlargement of maps beyond the scale of mapping can cause .,r Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil n Other ® Soil Map Unit Points 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 .r scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation X Clay spot ++_4 Rails Source of Map. Natural Resources Conservation Service Closed Depression Web Soil Survey LIRL: ry 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 distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more a Lava Flow Background accurate calculations of distance or area are required. J. Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. - Mine or Quarry Soil Survey Area: State of Connecticut 0 Miscellaneous Water Survey Area Data: Version 18,Dec 6,2018 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Aug 27,2016—Oct 30,2017 Sandy spot The orthophoto or other base map on which the soil lines were AF Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. d r Slide or Slip Sodre Spot usDA Natural Resources Web Soil Survey 2/1/2019 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—State of Connecticut 742 Ellington Road,South Windsor, CT Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 28A Elmridge fine sandy loam,0 to 1.0 1.3% 3 percent slopes 29C Agawam fine sandy loam,8 to 3.8 5.1% 15 percent slopes 36A Windsor loamy sand,0 to 3 11.0 14.7% percent slopes 36B Windsor loamy sand,3 to 8 23.4 31.2% percent slopes 236B Windsor-Urban land complex, 21.7 29.0% 0 to 8 percent slopes 304 Udorthents,loamy,very steep 5.1 6.9% 306 Udorthents-Urban land 1.2 1.6% complex 701A Ninigret fine sandy loam,0 to 3 7.6 10.1% percent slopes Totals for Area of Interest 74.8 100.0% usDA Natural Resources Web Soil Survey 2/1/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 Stormwater Management Report Educational Playcare Center 742 Ellington Road South Windsor, CT Prepared for: Educational Playcare Center, LTD 555 Day Hill Road Windsor, CT \ +yf133111r �aE P• Cy' Prepared by: ' Design Professionals, Inc. ell, 21 Jeffrey Drive South Windsor, CT February 4, 2019 io 5 eSigrl ww wOMIS Table of Contents Section _ Page Introduction I Pre-Development Site Conditions I Post-Development Site Conditions 2 Analysis of Results 3 Storm Sewer Analysis 4 Water Quality 4 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map &Data D Storm Sewer Analysis E Water Quality Calculations Water Quality Volume Calculation Water Quality Basin Stage Storage Reports F Test Pit Logs G Drainage Area Maps Existing Drainage Areas (Pre) Proposed Drainage Areas (Post) 9 1 Introduction Educational Playcare,LTD is proposing to develop a 2.80±acre parcel of land located at 742 Ellington Road(Route 30), South Windsor,Connecticut. The property is referenced as Map 24, Lot 1 on the Town of South Windsor Tax Assessors map. The proposed development will include the construction of a 16,000±SF day care center with site improvements including, but not be limited to, a new parking area for standard vehicles, sidewalks,landscaping, play areas, lighting,utilities,and stormwater management BMP's. Of the 2.80±Acre tract,approximately 1.97±Acres are proposed to be disturbed for the construction of the day care center. The proposed development will have no direct disturbance in the existing wetlands on the eastern portion of the property. Approximately 14,000 SF of upland review area will be disturbed for the construction of a portion of the building,playgrounds, sidewalks, grading, water quality basin, as well as stormwater outlets, and associated rip-rap. For more information,please refer to the plans entitled"Educational Playcare Center— Special Exception Site Plan —742 Ellington Road —South Windsor, CT Map 24, Lot 1"prepared by Design Professionals, Inc. and dated February 4, 2019, as amended. Pre-Development Site Conditions The existing surficial characteristics of the property can be primarily classified as woodlands. Review of the topography for onsite and offsite conditions, indicated that the abutting residential properties to the north and west of the site currently drains through the woodlands onsite. All stormwater runoff that traverses the property is collected in the existing wetlands located on the eastern portion of the site.Review of state maps indicated that this wetlands area is tributary to Podunk River.The existing wetlands at the eastern corner of the site was selected as Design Point 1 (DP#1)for the drainage analysis.Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types A, A/D, & B are located on site. See Appendix C for The NRCS Soil Map &Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to Design Point 1.The Natural Resources Conservation Service's TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff discharging from the three design points were evaluated for the 2-, 10-, 25-,50-and 100-year storm events.For more information,please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. 1 Post-Development Site Conditions The subject project proposes the construction of a 16,000±SF day care center. All runoff generated from the newly constructed roof and parking areas will be collected in an underground storm water catchment system and be conveyed to a proposed water quality basin(Pond PP1). Pond PP1 will also accept overland flow from the eastern play area and a portion of the offsite residential areas to the north and west of the property. The runoff from the remaining contributing residential areas will either directly discharge to the wetlands via sheet flow or be collected in a perimeter drain (modeled as pond PP2).Test Pits and a percolation test were conducted by Design Professionals Inc. on January 25`h, 2019. Test pits indicated a uniform fine sand profile that appeared consistently at approximately 30"-42"below the existing surface. A percolation test was then conducted at approximately 46"below the surface, (bottom of perc hole at 63.5"below surface) to determine the infiltration rate for the sand profile. Final percolation test results indicated an infiltration rate of 0.44 in/min or 26.4 inches/hour. A design infiltration rate of 13.0 inches/hour was used for both the perimeter drain and water quality basin,utilizing a conservative factor of safety of 2. Observations from the test pits and percolation test results are included in Appendix F of this report. All stormwater flows not infiltrating in the water quality basin and perimeter drain, will be released to the eastern wetland area(DP#1). See Appendix B for the Post-development condition HydroCAD report. The Proposed Conditions Drainage Map for the site is located in Appendix G. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. The following table contains the peak flow data (in cubic feet per second) generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year Pre 0.05 1.23 2.87 4.48 6.30 DP#1—Eastern Wetlands Post 0.01 1.01 2.77 4.09 5.42 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for all design storms. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation's Drainage Manual.It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. 2 Hydraflow Storm Sewers computer software was used for analysis.The computations are included as Appendix D. Water Ouality The proposed water quality basin and forebay were sized in accordance with the 2004 Connecticut Stormwater Quality Manual, to provide a pond volume that exceeds the determined water quality volume. The proposed forebay was also sized to provide 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. All catch basins will also include trap hoods for additional stormwater pre-treatment. See Appendix E for water quality volume calcs, and pond, and forebay stage storage reports. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site, is consistent with Town and State requirements, and should not pose any detrimental impacts to the surrounding stormwater conditions. 3 C f APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) ,.i DP1 Exisitng Si Conditions Subcat Reach Pon Link Routing Diagram for 4207-Drainage ❑ Prepared by Design Professionals Inc., Printed 2/1/2019 HydroCADa 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC 4207 - Drainage Type ///24-hr 2-yr Pain fall=3.10 Prepared by Design Professionals Inc. Printed 2/1/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Pa e 2 Summary for Subcatchment E1: DP1 - Exisitng Site Conditions Runoff = 0.05 cfs @ 15.02 hrs, Volume= 0.032 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.10" Area(ac) CN Description 0.466 39 >75%Grass cover, Good, HSG A 2.226 30 Woods, Good, HSG A 0.877 60 >75%Grass cover, Good, HSG A/D 0.378 54 Woods, Good, HSG A/D 0.833 55 Woods, Good, HSG B ' 0.480 98 IMPERVIOUS 5.260 48 Weighted Average 4.780 90.87% Pervious Area 0.480 9.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow,Grass S.F. Grass: Short n= 0.150 P2= 3.09" 12.3 587 0.0255 0.80 Shallow Concentrated Flow,Woodland S.C.F. Woodland Kv= 5.0 fps 25.5 687 Total Subcatchment E1: DP1 - Exisitng Site Conditions Hydrograph - - FM 4.455 Runoff I u.oe crs 0.05 - 0.045 2=yr Rall�nfalN�3 0" 0.04 Rlwnoff Ares=3:250-ac 0.035U110f Vo14i114=0:Q3r f ; Rlunoff De-th-_i0.07 I I I I L. 0.025 Flow-Len -ths68T� - 0.02 TC=25. 0:015 CN=48 1 I I -- -,-- 0.01 0:005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 10-yr Rainfall=4.91 Prepared by Design Professionals Inc. Printed 2/1/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Paae 3 Subcatchment El: DP1 - Exisitng Site Conditions Hydrograph ®Runoff 123 cis Type III 24y h lr r Ra nfall_4.91'.' ' Runoff Arba=5.260 'ac Runoff Volumo-0;243;at Runoff Depth=0.55" LL FIbw Lehgth-687' Tc-25�5- rain CN=48 a lmillillillilill 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 25-yr Rainfall=6.04" Prepared by Design Professionals Inc. Printed 2/1/2019 H droCAD® 10.00-20 s/n 09320 ©2017 H droGAD Software Solutions LLC Pa e 4 Subcatchment E1: DP1 - Exisitng Site Conditions Hydrograph - - ®Runoff 3 Type.11124-hr 25*yr Rainfall-6-6.04'I' Runoff Area=5.260 ad - --; --,-- -- , - --- - -- 2 RunOff,V;ol;um ;0.447;of Runoff Deptht1.02, Flow Lehgth=i687' __ _ , I i ' 1 CN_:48 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 50-yr Rainfall=6.91" Prepared by Design Professionals Inc. Printed 2/1/2019 HydroCAa010.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 5 Subcatchment El: DP1 - Exisitng Site Conditions Hydrograph 5 4.46 cfs i i i i ;Type;III 24 ;hr - 4 �0; r Rainfall-6.91" Runoff Area=5.260 ad -=-=-- - - -- --' off o --m _ - 3 - -- ftu 0 - 1/olu0:;63;a - : Runoff D6pih�--1 AW" 3 •.y YY LL Flb n jtNt-687 -- 2 To:^255;nn' in CN=48 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type 11124-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/1/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 6 Subcatchment E1: DP1 - Exisitng Site Conditions Hydrograph 1 7 ' e;l ' ®Run01f i Ty Vi � 24=hr 1 M-yr Rainfall=7.78',' 5 Runoff Area=5.260 ad ------ Run off.--V:,olum.��D.8 0 a#-- 4 Runoff Dapth�1.92' - -Ler�gth`6 7�'-- 3 1*Iov� 8 Tc 25.5'min 2 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 2D 21 22 23 24 25 26 27 28 29 30 Time (hours) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) p P2 P3 Off Site to Water Qu Propoc ed Site Basin Of ite to Perimeter Drain P1 4 Water Quality Basin rimeter Drain DP1 - Proposed Site Off Site Direct to Conditions Wetlands Subeal Reach on Ljk Routing Diagram for 4207-Drainage Prepared by Design Professionals Inc. , Printed 2/4/2019 HydroCAD®10.00-20 s/n 09320 0 2017 HydroCAD Software Solutions LLC 4207 - Drainage Type ///24-hr 2-yr Rainfal1=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCAD®10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 2 Summary for Subcatchment P1: Off Site to Water Quality Basin Runoff = 0.16 cfs @ 12.57 hrs, Volume= 0.043 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.10" Area ac CN Description 0.433 39 >75%Grass cover, Good, HSG A 0.542 30 Woods, Good, HSG A 0.661 60 >75%Grass cover, Good, HSG A/D 0.313 54 Woods, Good, HSG A/D 0.385 98 IMPERVIOUS 2.334 55 Weighted Average 1.949 83.50% Pervious Area 0.385 16.50% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 13.2 100 0.0100 0.13 Sheet Flow, Grass S.F. Grass: Short n= 0.150 P2= 3.09" 7.7 252 0.0120 0.55 Shallow Concentrated Flow,Woodland S.C.F. Woodland Kv= 5.0 fps 20.9 352 Total Subcatchment P1: Off Site to Water Quality Basin Hydrograph 0.1$ i ------- --------- ®Runoff 0.17 0.1 s ; .. _._..._. ----- -- - - '-' -y - pe-I I1-24-hr--- Ty 0.15 .2=yr Rai nfa113.'I°0"_ 0.14 -- 0.13 _2. 34 ac - RUbOl# AK6a- 0.12 o.,, -- p�i:M 0.0�3,of u �ff �/ - - - - -- -- s 0.1 y -- -, -- - - - - • ; ;.Runoff DepthA.22"-0.09 - 0.08 r r.flow Letl9thi 352 0.07 I 0.06 0.0s :1 - JAR 111=; 5 .. 0.04 0.03 0.02 0.01 0 t r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 sin 09320 ©2017 H droCAD Software Solutions LLC Pacie 3 Summary for Subcatchmen# P2: Proposed Site Runoff = 2.19 cfs @ 12.14 hrs, Volume= 0.179 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-30.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.10" Area (ac) CN Description 0.162 39 >75%Grass cover, Good, HSG A 0.050 68 <50%Grass cover, Poor, HSG A 0.005 30 Woods, Good, HSG A 0.196 61 >75%Grass cover, Good, HSG B 0.129 79 <50%Grass cover, Poor, HSG B 0.868 98 IMPERVIOUS 1.410 83 Weighted Average 0.542 38.44% Pervious Area 0.868 61.56% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 10.0 Direct Entry, Subcatchment P2: Proposed Site Hydrograph ®Runoff - iType;ll1-2-4 fir 2 2-yr Rainfall-3.1,0" Runoff Area-1.410 ac Runoff'Vol;um�;0.179 of V Runoff Delpth_1.53" Tc-10.0'�-min M03 D D 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 4 Summary for Subcatchment P3: Off Site to Perimeter Drain Runoff 0.06 cfs @ 12.49 hrs, Volume= 0.019 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Type Ill 24-hr 2-yr Rainfall=3.10" Area (ac) CN Description 0.136 68 <50% Grass cover, Poor, HSG A 0.304 39 >75% Grass cover, Good, HSG A 0.296 30 Woods, Good, HSG A 0.235 60 >75% Grass cover, Good, HSG A/D 0.063 54 Woods, Good, HSG A/D 0.076 61 >75% Grass cover, Good, HSG B 0.005 79 <50% Grass cover, Poor, HSG B 0.051 55 Woods, Good, HSG B 0.134 98 IMPERVIOUS 1.300 53 Weighted Average 1.166 89.69% Pervious Area 0.134 10.31% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 11.2 100 0.0150 0.15 Sheet Flow, Grass S.F. Grass: Short n= 0.150 P2= 3.09" 0.6 45 0.0670 1.29 Shallow Concentrated Flow,Woodland S.C.F. Woodland Kv= 5.0 fps 0.0 15 0.2000 6.71 Shallow Concentrated Flow,Woodland S.C.F. Grassed Waterway Kv= 15.0 fps _ 11.8 160 Total 4207 - Drainage Type 11124-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADC 10.00-20 sin 09320 ©2017 H droCAD Software Solutions LLC Pacie 5 Subcatchment P3: Off Site to Perimeter Drain Hydrograph 1 0.07 Runoff 0.065 i 0.06 cis -- - - I 4-h 0.06 - - Typ a-fit -2 �. 0.055 2=yr Rainfall_3:1'Wo 0.05 ' Rulhdff Area'-1.300 as 1 � • : I � 1 pp I 0.045 - IT -- --, - - - R-.I 6off...,V-0kj.me=0.61 R!a! .. w 0.04 r Off 0 -- -- -, u. Depth g 0.035 to ---- -=--'- - - -- - w -Le tit-16-0! LL ng 0.03 _ 0.025 Tic 110, - T - l-`I-'-i-r----1- -- -i - - -'- --I--'r-T- 'T- - --- - --- 0.02 CN=53 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 77 78 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type 11124-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADOO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 134: Off Site Direct to Wetlands Runoff = 0.01 cfs @ 12.44 hrs, Volume= 0.003 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt=0.03 hrs Type III 24-hr 2-yr Rainfall=3.10" Area(act, CN Description 0.032 61 >75%Grass cover, Good, HSG B 0.047 48 Brush, Good, HSG B 0.131 55 Woods, Good, HSG B 0.210 54 Weighted Average 0.210 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P4: Off Site Direct to Wetlands Hydrograph 0.015 1®Runoff w - ool cfs i_ 0.014 p e ; l24=hr- 0.013 ; � 0.012 2;yr Rain:falh3.-1`w 0.01, Ru-ndfl`Area,a.21-0--ao- 0.01 1 - -- O Y N -�lunoff-V mew .0{�3:of 0.009 0.008 Ru noff -Depth-0=20" - - - LL 0.007 T O60 c=1.- 1 rriin . 0.006 0.005 W 54 0.004 : 0.003 i 0.002 0.001 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 7 Summary for Pond PP1. Water Quality Basin Inflow Area= 3.744 ac, 33.47% Impervious, Inflow Depth = 0.71" for 2-yr event Inflow = 2.19 cfs @ 12.14 hrs, Volume= 0.223 of Outflow = 0.67 cfs @ 12.61 hrs, Volume= 0.223 af, Atten= 69%, Lag= 28.1 min Discarded = 0.67 cfs @ 12.61 hrs, Volume= 0.223 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stcr-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Peak Elev=66.31' @ 12.61 hrs Surf.Area= 2,217 sf Storage= 2,394 cf Flood Elev= 70.50' Surf.Area= 6,839 sf Storage= 21,498 of Plug-Flow detention time= 37.6 min calculated for 0.222 of (100%of inflow) Center-of-Mass det. time= 37.6 min ( 902.6 - 864.9 ) Volume Invert Avall.Stora e Storage Description #1 64.00' 21,498 cf Custom Stage Data(Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 64.00 30 0 0 30 65.00 832 340 340 834 66.00 1,857 1,311 1,651 1,867 67.00 3,030 2,420 4,070 3,053 68.00 4,305 3,649 7,719 4,346 69.00 5,253 4,771 12,490 5,325 70.00 6,240 5,739 18,230 6,348 70.50 6,839 3,269 21,498 6,964 Device Routing Invert Outlet Devices #1 Primary 63.10' 12.0" Round Culvert L= 17.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 63.10'/63.00' S= 0.0059'/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Discarded 64.00' 13.000 in/hr Exfiltration over Wetted area #3 Device 1 67.20' 7.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 67.75' 8.0"Vert. Orifice/Grate C= 0.600 Qiscarded OutFlow Max=0.67 cfs @ 12,61 hrs HW=66.31' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.67 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=64.00' (Free Discharge) Z--1=Culvert (Passes 0.00 cfs of 1.95 cfs potential flow) 173=Orifice/Grate { Controls 0.00 cfs) =Orifice/Grate { Controls 0.00 cfs) 4207- Drainage Type 11124-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD@ 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 8 Pond PPi: Water Quality Basin Hydrograph ■Inflow 2lecrs 0 Outflow Discarded � • . .. - - Inflow Area=3,744 ac �" Primary 1 Peak Elev-�66 31 2 Stbracie:�2;3,94 d 0.67 cis 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1fi 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time {hours) 4207- Drainage Type 11124-hr 2 yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Pond PP2: Perimeter Drain Inflow Area= 1.300 ac, 10.31% Impervious, Inflow Depth = 0.17" for 2-yr event Inflow - 0.06 cfs @ 12.49 hrs, Volume= 0.019 of Outflow = 0.06 cfs @ 12.59 hrs, Volume= 0.019 af, Atten= 11%, Lag= 5.8 min Discarded = 0.06 cfs @ 12.59 hrs, Volume= 0.019 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt= 0.03 hrs Peak Elev=64.93'@ 12.59 hrs Surf.Area= 165 sf Storage= 14 cf Plug-Flow detention time= 2.1 min calculated for 0.019 of(100%of inflow) Center-of-Mass det. time=2.1 min ( 989.9- 987.8) Volume Invert Avaii.Storage Storage Description #1 64.50' 657 cf 36.0"W x 24.0"H Box TRENCH L= 315.0' S=0.0078 T 1,890 cf Overall -247 cf Embedded = 1,643 cf x 40.0%Voids #2 65.00' 247 cf 12.0" Round Pipe Storage Inside#1 L= 315.0' S=0.0078 7' 904 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 65.00' 12.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 64.50' 13.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.06 cfs @ 12.59 hrs HW=64.93' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=64.50' (Free Discharge) t-1=Orifice/Grate (Controls 0.00 cfs) 4207- Drainage Type 111 24-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 10 Pond PP2: Perimeter Drain Hydrograph I I ■Inflow o:oscfs - - ❑Outflow �- .y �biscarded 0.07 Inflow Area-A r30® ACr ®Pri-nary 0.065 o.osci5 Peak_EIi►-C4.g3 _. 0.06 __ _ ge- Stora -'i�' 0. 0.055 I : I I 0.05 0.045 I I I I W 0.04 � 0.035 LL 0.03 0.025 0.02 ! n; 0.015 0.01 0.o o.ao cfs 0" 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 2-yr Rainfall=3.10" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD@ 10.00-20 s/n 09320 @ 2017 HydroCAD Software Solutions LLC Page 11 Summary for Link L1: DP1 - Proposed Site Conditions Inflow Area = 5.254 ac, 26.40% Impervious, Inflow Depth = 0.01" for 2-yr event Inflow = 0.01 cfs @ 12.44 hrs, Volume= 0.003 of Primary = 0.01 cfs @ 12.44 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Link 1-1: DP1 - Proposed Site Conditions Hydrograph ■Inflow 0.015 o.oi d6 ■Primary I 0.014 -- - ..._ . .. nflow Area= ,24 � .._ 0.013 � � I 0.012 I I I 0.011 I 0.01 -- - -- T - - , -- - ------- 0.009 , 0.008 I I LVI I 0.006 - - --. I I 0.005 0.004 0.003 � I I I 0.002 - 0.001 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type IN 24-hr 1 D yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 12 Subcatchment P1: Off Site to Water Quality Basin Hydrograph i ®Runoff Type;III 24-�hr 10*yr Rainfalit4.91" - - --- Area_2:3-34 ac-- Runoff Runoff Volume.11, 2 of Runoff Depth-0.94" LL Flow Length-352' T6=20 9 njin CN_55 0- WIN 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P2: Proposed Site Hydrograph f I f � ®Runoff 4.43 cis _ Type�III-24 Lh r 4 10; yr Rainfall=4.91',' Runoff Aree=1.410 ac 3 Runoff;Volume-0.3 3 at Runoff Depth_3.o9',' o - . - - - --T-6..100,rain- - 2 CN=83 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 13 Subcatchment P3: Off Site to Perimeter Drain Hydrograph 0.8 ®Runoff 0.75 I -011-24 I 0.7 0.7 0.85 - - yr-Rainfal -4,81 0.6 -Runoff-Area=1300-ai�'.'- _. O --- -I--=,_: ._I----I--•, --;- II- 0.55 0.5 -•- :- --r-----n--of-f V- olum0l --;0 --.0-8--9--I -f 0.45 f 0.82 a cfs --- I -- -RunofDept 0.4 FlcVV-Lehoth-T-1fi0 LL 0.350.3 0.25 0.2 - -.._... : 0.15 I : 0.05 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 i 9 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P4: Off Site Direct to Wetlands Hydrograph I ; I I I I ®Runoff 0.15 0.14 0.13 -------- :--. .._ - - - ._ . . 10-yr- Rainfa►Il-� .91 - 0.12 _ 0.11 - - -;- ---- -- --Runoff Area=0.210 '0 I • I I I 0.1 lu 0 I I I I��noff Vo I' .me,.; �15�:af. .. Y 0.08 :.. ,--•- -- ; . . - . Runoff Depth-0.887- 0.07 ---- _ Tc-10A min .. _ 0.06 (u+ -: I i I I T I T 0.05 I I I 0.04 0.03 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC _ Pacie 14 Pond PP1: Water Quality Basin Hydrograph ■Inflow 5o6c1a :.. - - 0 Outflow ,� yea /�, Inflow�Are9=3144 ac ®Discarded ®Primary ' .Peak--E ev=6-1.?4 - Stb=6 6 760 cf v J : O i i i 5.85 cfs i i i Ij... LL 2 - -- --: .-r - - ----�--•- ----i- --• ii----.--:--.----�--r- : 1 0.64 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pond PP2: Perimeter Drain Hydrograph ■Inflow " 0Outflow 73 ■Discarde d--'-� fwY1QA.304 ac M Primary 0. cis 0.8 0.75 - -r -. - -------- -P-0ak,-E 16v=65.39 . 0.7 : 0.65Storage=- 4 C _ L 0.550.5 -- - a :R u 0.45 - --------- , 3 0.4 o 0.35 0.3 - 0.25 --�-- -- -- 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD@ 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Paae 15 Link 11-1: DP1 - Proposed Site Conditions Hydrograph Inflow ®Primary 1.01 d5 InfloW1 'Area=5;254 ac l.L I I I I I I D Fr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 25-yr Rainfall=6.04" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 16 Subcatchment P1: Off Site to Water Quality Basin Hydrograph � ®RunoR 2.47 cls Type11124-'hr 25*yr_Rainfall�.6.a4". 2 Runoff Ar66-2.334 ae, Runoff;Vol,ulne^0 300 at A, 6noff Depth-1.5'4" Flow Length-352 LL ' Y Tc-209;min CN_55 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P2: Proposed Site Hydrograph ®Runoff Type;11124 * 25*yr-Rainfall=6:04, Runoff Area-1.41�0 ac 4 ; F�uoffVolume0::485;a _ . w � � __ ..._ ___ ' � Runoff Depth-4.13R' TcL1 M0:rriiri 2 0 www 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 25-yr RainfaN=6.04" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADQ 10.00-20 s/n 09320 Oo 2017 HydroCAD Software Solutions LLC Page 17 Subcatchment P3: Off Site to Perimeter Drain Hydrograph I I ®Runoff 1.48 ds Type 111 Z4 ,hr 251 Rainfall16-6.04" i I Runoff Arl.300 ad : 1 off l olUntl Ill �0;afi-- Runoff De�pth_1.39" LL FIOW Leng' th-160;' TC01 A min CN=53 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment PI Off Site Direct to Wetlands Hydrograph �Runoff r 0.28 I o.z� 0.26 - -- I Tyke;1112.4�h l` 0.24 5=yr Rainfall -- - --- D.22 Runoff-A reaI=0.2I 10 dI - 0.2 _-- _ R off;Volulrn�-0.p26 0.18 un -- ' D 0.16 UI'toff ep _11. 0 0.14 I I I I I I 0.12 r--- !-- - -- ------- --- --- -N=54 - I I I I I 0.1 0.08 I I 0.06 0.04 • I I 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 25 yr Rainfall=6.04" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 18 Pond PP1: Water Quality Basin Hydrograph ' I I ■Inflow 7.3ze1s ; CE Outflow I - -- Discarded Inflow Area=3:744 ac 8- fM Primary -peak-EleV:G8.3.i-. 7 i Stoe,46=9 21-4-d • I I I I I I I I I I I w i i I I 1 i I I I I I I I I I I I '= 4 o I I I I 1 I 3 I 1.97 ds I I 2 I 1s,•, 1 D 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pond PP2: Perimeter Drain Hydrograph ■Inflow I I rr:�-� H I I I I t' OuttloW t:^s Inflow Area=1.300 ac ®Discarded I � � � , ®Primary I Peak Elegy-$5^60' - Storage=1:02 Gf N : • � I I I I � � : LL I r I I 0 0 i 2 3 4 5 6 7 8 9 1011 1213 141 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 25-yr Rainfall=6.04" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 19 Link 1-1: DP1 - Proposed Site Conditions Hydrograph I IS inflow 11 3 2.n cFs � , ®Primary zn°5 Inflow Area=5.254 ad I I I I I I I • � I . I I � I I I 2 I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type Ill 24-hr 50-yr Rainfall=6.91" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCAD@ 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 20 Subcatchment P1: Off Site to Water Quality Basin Hydrograph • I � �Runoff I I I ld6 cfs I i Types III 24-hr I .; 5�*yr Ftairifall-=6:91"Runoff Area=2.334 ac _ Run0l Votum0-0.;402 of } Runoff-Ct pth--2:07' Flow Lehgth-352LL i I Td=20.9, min - 7 _ _ ;-CN_55 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 76 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P2: Proposed Site Hydrograph s.ss ols 7 Type.I1124 ,' r -50, r Rain#afl-tU1':' 6 Runoff Araa=1.41�0 ac Runoff Vol;ujne^0.0$1 of uno Depth=4.94. 3 : i TO I -- 3 CN-83 2 I • , 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 fi 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 50-yr Rainfall=6.91" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCAD® 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Pa e 21 Subcatchment P3: Off Site to Perimeter Drain Hydrograph � � ®Runoff 2.73 T-Y 'e_ll1-24Yhr. 2 50-yr Rainfall,6.91" Runoff Area=1,300 'ao Runoff Volume-0 2 . of Runoff Depth1=11.818" 1 Flow LL .ength160,.. Tc:-11 r8; min �N_53 0 L6MM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P4: Off Site Direct to Wetlands Hydrograph 0.42 -,... -- '--- 0 Runoff - - -r --' --- - - - 0.4 - - -- - - - --- - 0.39 ds 0.38 - - -- Type111-24 hr- . 0.36 -- -- - '--. 1._._.. 0.34 -- - r --- . .. .- 50=yr Rainfall-6,91�� 0.3 -...._-'. - - . . .. :R'u!noff:..Aree.- 0.2a 0.26 - : R1a ff'1l ;;.- n ff o p O 0.22 U - - -- 0 0.2 �R t LL0.18 - - Tc�1O:O mirt 0.16 GN_ 4r 0.12 -- - ---• --r- - - - -----.- ... -- - -r-- - -- 0.1 o.oa - - '---- --'-- 0.06 - - - - 0.04 -- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type ///24-hr 50-yr Rainfall=6.91" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Pacie 22 Pond PP1: Water Quality Basin Hydrograph I I LEDiscarded w low Inflow:Area=3.744 ac ary ' Peak Elev.;68:76' 97 7 =-- - - - I: e : 1 I 42 -- -3--.- �- - . s 7 - ------� _ _.. I I I i g I.--, --- -- --' -I - - V I I I p LL I I I I I I I i ' 2.33 cls 3 I, I I 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pond PP2: Perimeter Drain Hydrograph ■Inflow 2,3 as ; p Outflow I , - infFow Aria-i:300 ac' N Discarded „ . ®Primary ,t Peak Elev-f66 761 2 Storaget139 d p I I I I I I LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type i1124-hr 50-yr RainfaN=6.91" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 23 Link 1-1: DP1 - Proposed Site Conditions Hydrograph I a ; ■Inflow 11 09 crs M Primary 4.°9cf5 InffoW Area=5.1254 ac 4 , I i: I II I I -r-,-,-- - - --- -...r ,... ; I I I I I I I I I I I I I U I I I I I I I I I• I E 2 I i I • , i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type ///24-hr 900-yr Rainfalf 7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADB 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Pa e 24 Subcatchment P1: Off Site to Water Quality Basin Hydrograph 5 : ®Runoff 4.53 Type;III 24=h r 4 100-yr Rai nfall=73W Runoff Area=2.334 ad ' - ----r - I - - RunoffVotum_ 0 53 a 3 I i i Runoff Depth- 72.63"' 1-6 -Flow Lehgth. 352' Tc=20;.9; nain I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P2: Proposed Site Hydrograph --41---- - - 9 Runoff e.�oers -- 1 =--'-- -'- 8- 'TYPe 11124-h r I a - 10II-yr..Rair f -11-1I-7:787 7 -Runoff Area-1,410 be, - I i I : :L. I I I I I I 81 unoff_Vo me�0.16 a. 5 Runoff Depth 5.77'" S I rL 4 Tc-10L min CN=83-- 3 I I I : I 2 I i I , I I 1 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type 11124-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCAD®10.00-20 s/n 09320 02017 H droCAD Software Solutions LLC Page 25 Subcatchment P3: Off Site to Perimeter Drain Hydrograph ®Runoff 3 2.84 Cis I I I Type 11124-hI 100-yr Rainfall-7,78" Runoff Ar6ai-1.300 ad 2 RuOoff;V;ol,ume;0.263 at Runoff Depth=2.43'' 3 I I I � I I I i I I i Flow Lehgth=160' - - . -,- - - ---- -; t min - CN-53 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment P4: Off Site Direct to Wetlands Hydrograph 0.55 I D.51 d! -;Type 11124* . 0.5 0.45 1004yr Rainfall 7.78" Runoff Araa=0.21'0 0.4 ad 0.35 ___ _.. . i__ __,,-- - .- i___ _,-..-•Runoff Vplurn =,0.0U,af 0.3 I -- -- Run off Depth .2.53 , 1 I I I y I I 0.25 Tc=1 n111! I I I 0.2 I I 0.15 • I I I I l� 0.05 I . Q 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 17571671777718 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 100 yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 26 Pond PP1: Water Quality Basin Hydrograph I I 1 I ■Inflow I O „8 B1=.IC 0faS t --III;--•I� I, -- -i — 0 Outflow ■DiscardedInflow Area=3.744 ac . ■Primary-12 .-..-------- --- ;- Peak Elev= 9. 4' r - ;- -I -3;845 cf,o toe=1 a I F. - --r-97 6 7 3.50 cisI I ca 4 - .. I.. L..L _._1 1 37 2 , 0 0 1 2 3 4 5 6 7 B 9 10 11 i2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pond PP2: Perimeter Drain Hydrograph I • � � � ■Inflow 2.a4cfs a Outflow fs ■Discardeds;i9as lnflow Area=1.300 ac ®Primary Peak Elev=6595' 2.54 da Starage-108-cf - 2 1 I LL 1 � I � I I • I I I ; I I I I I I 0 1 2 3 4 5 6 7 8 9 1011 1213 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207 - Drainage Type 11124-hr 100 yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADS 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 27 Link L1: DP1 - Proposed Site Conditions Hydrograph Inflow 6 6.42cEs ®Primary .._ .__.__ __6.42 c1s _ .. _ _ ._ Inflow Area-5254 aC 74 3 LL i 2 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4207- Drainage Type 11124-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 H droCADO 10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 28 Summary for Pond PP1: Water Quality Basin Inflow Area= 3.744 ac, 33.47% Impervious, Inflow Depth = 3.81" for 100-yr event Inflow - 11.08 cfs @ 12.16 hrs, Volume= 1.190 of Outflow = 5.18 cfs @ 12.56 hrs, Volume= 1.190 af, Atten= 53%, Lag= 23.9 min Discarded = 1.67 cfs @ 12.56 hrs, Volume= 0.831 of Primary = 3.50 cfs @ 12.56 hrs, Volume= 0.359 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dN 0.03 hrs Peak Elev= 69.24'@ 12.56 hrs Surf.Area= 5,486 sf Storage= 13,843 cf Flood Elev= 70.50' Surf.Area= 6,839 sf Storage= 21,498 cf Plug-Flow detention time= 51.6 min calculated for 1.189 of (100%of inflow) Center-of-Mass det. time= 51.6 min ( 883.3 - 831.7) Volume Invert Avail.Storage Storage Description #1 64.00' 21,498 cf Custom Stage Data(Conic) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 64.00 30 0 0 30 65.00 832 340 340 834 66.00 1,857 1,311 1,651 1,867 67.00 3,030 2,420 4,070 3,053 68.00 4,305 3,649 7,719 4,346 69.00 5,253 4,771 12,490 5,325 70.00 6,240 5,739 18,230 6,348 70.50 6,839 3,269 21,498 6,964 Device Routing Invert Outlet Devices #1 Primary 63.10' 12.0" Round Culvert L= 17.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 63.10'/63.00' S= 0.0059 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Discarded 64.00' 13.000 in/hr Exfiltratlon over Wetted area #3 Device 1 67.20' 7.0" Vert.Orifice/Grate C= 0.600 #4 Device 1 67,75' 8.0" Vert. Orifice/Grate C= 0.600 Qiscarded OutFlow Max=1.67 cfs @ 12.56 hrs HW=69.23' (Free Discharge) L-2=Exfiltration (Exfiltration Controls 1.67 cfs) Primary OutFlow Max=3.50 cfs @ 12.56 hrs HW=69.23' (Free Discharge) L =Culvert (Passes 3.50 cfs of 8.98 cfs potential flow) 3=Orifice/Grate (Orifice Controls 1.70 cfs @ 6.36 fps) =Orifice/Grate (Orifice Controls 1,80 cfs @ 5.17 fps) 4207- Drainage Type 11124-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 !-i r�droCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 29 Summary for Pond PP2: Perimeter Drain Inflow Area = 1.300 ac, 10.31% Impervious, Inflow Depth = 2.43" for 100-yr event Inflow - 2.84 cfs @ 12.18 hrs, Volume= 0.263 of Outflow = 2.79 cfs @ 12.20 hrs, Volume= 0.263 af, Atten= 2%, Lag= 1.4 min Discarded = 0.25 cfs @ 12.20 hrs, Volume= 0.095 of Primary = 2.54 cfs @ 12.20 hrs, Volume= 0.168 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.03 hrs Peak Elev= 65.95' @ 12.20 hrs Surf.Area= 556 sf Storage= 188 cf Plug-Flow detention time= 2.2 min calculated for 0.262 of (100%of inflow) Center-of-Mass det. time= 2.2 min ( 872.1 - 869.9 ) Volume Invert Avail.Storage Storage Description #1 64.50' 657 cf 36.0"W x 24.0" H Box TRENCH L= 315.0' S= 0.0078 7' 1,890 cf Overall -247 cf Embedded = 1,643 cf x 40.0%Voids #2 65.00' 247 cf 12.0" Round Pipe Storage Inside#1 L= 315.0' S= 0.0078 '/' 904 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 65.00' 12.0"Vert.Orifice/Grate C= 0.600 #2 Discarded 64.50' 13.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.25 cfs @.12.20 hrs HW=65.94' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=2.53 cfs @ 12.20 hrs HW=65.94' (Free Discharge) L1=0rifice/Grate (Orifice Controls 2.53 cfs @ 3.30 fps) APPENDIX C NRCS Soil Map & Data XL:, tr:,f •11 flllf 11 11 IV.1, UCII 11.11 11.11 v s •y� r A' R 9 Y F. "Oh = a ��11=�'•��i J I�I.:''i rur P-A Ji J.}J s7:!0 eel, 3// :9/1 e.11 11111 11 1/ 11 1 '1 11 11 11 ' I1 All11 1 •11' . � Soil Map—State of Connecticut (742 Ellington Road,South Windsor,CT) MAP LEGEND MAP INFORMATION Area of Interest{AOQ ig� Spoil Area The soil surveys that comprise your A01 were mapped at 0 Area of Interest(AOI) Stony Spot 1:12,000. Soils very Stony Spot Warning:Soil Map may not be valid at this scale. [] Soil Map Unit Polygons ,r Wet Spot Enlargement of maps beyond the scale of mapping can cause 0-wo Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil L Other line placement.The maps do not show the small areas of ® Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed .�Special Point Features scale. �, Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Is Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service a-f r Web Soil Survey LIRL: G Closed Depression 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 distance and area.A projection that preserves area,such as the € s Landfill Local Roads Albers equal-area conic projection,should be used if more ty 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 of the version date(s)listed below. Mine or Quarry Soil Survey Area: State of Connecticut Miscellaneous Water Survey Area Data: Version 18,Dec 6,2018 r ; Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Aug 27,2016—Oct 30,2017 y Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip 0 Sodic Spot USDA Natural Resources Web Soil Survey 2/1/2019 - - Conservation Service National Cooperative Soil Survey Page 2 of 3 r Soil Map—State of Connecticut 742 Ellington Road,South Windsor, CT Map Unit Legend Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOI 28A Elmridge fine sandy loam,0 to 1.0 1.3% 3 percent slopes 29C Agawam fine sandy loam,8 to 3.8 5.1% 15 percent slopes 36A Windsor loamy sand,0 to 3 11.0 14.7% percent slopes 36B Windsor loamy sand,3 to 8 23.4 31.2% percent slopes 236B Windsor-Urban land complex, 21.7 29.0% 0 to 8 percent slopes 304 Udorthents,loamy,very steep 5.1 6.9% 306 Udorthents-Urban land 1.2 1.6% complex 701A Ninigret fine sandy loam,0 to 3 7.6 10.1% percent slopes Totals for Area of Interest 74.8 100.0% usDA Natural Resources Web Soil Survey 2/1/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 t APPENDIX D Storm Sewer Analysis Storm Sewer Tabulation Pagel Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Val Pipe Invert Elev HGL Elev Gmd 1 Rim Elev Line ID coeff (1) now Full Line To Incr Total Incr Total inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (inlhr) (eft) (cft) (ft/9) (in) I[%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 16.853 0.30 2.87 0.81 0.24 1.20 6.0 22.1 3.4 4.05 2.82 5.16 12 0.53 66.50 66.59 67.67 67.86 67.63 70.90 C61 to WQB 2 1 152.843 0.01 2.57 0.90 0.01 0.95 6.0 21.5 3.4 3.28 3.82 4.18 12 0.98 66.59 68.09 68.43 69.54 70.90 72.74 CB2 to CB1 3 2 70.030 0.47 0.56 0.35 0.16 0.18 10.0 10.0 5.4 0.99 3.86 2.34 12 1.00 69.30 70.00 70.08 70.42 72.74 73.00 YD7 to CB2 4 3 100.606 0.09 0.09 0.22 0.02 0.02 7.0 7.0 6.4 0.13 4.21 1.10 12 1.19 70.00 71.20 70.42 71.35 73.00 74.20 YD8 to YD7 5 2 72.545 0.23 2.00 0.84 0.19 0.76 6.0 21.1 3.5 2.65 3.90 3.37 12 1.02 68.09 68.83 70.08 70.42 72.74 71.27 C83 to CB2 6 5 14.830 1.77 1.77 0.32 0.57 0.57 21.0 21.0 3.5 1.98 3.61 2.52 12 0.88 68.83 68.96 70.69 70.73 71.27 72.00 YD6 to CB3 7 End 25.471 0.04 1.64 0.22 0.01 0.67 7.0 11.3 5.0 3.36 3.42 4.99 12 0.79 65.00 65.20 65.78 66.02 65.00 70.70 YD1 to WETLAND 8 7 63.290 0.13 1.60 0.26 0.03 0.66 8.0 11.1 5.1 3.35 3.38 4.91 12 0.77 66.10 66.51 66.91 67.32 70.70 71.00 Y02 to YD1 9 8 83.590 0.05 1.47 0.19 0.01 0.63 7.0 10.8 5.1 3.23 3.40 4.18 12 0.78 66.61 67.16 67.56 68.08 71.00 71.70 YD3 to YD2 10 9 52.416 0.71 1.42 0.26 0.18 0.62 10.0 10.6 5.2 3.21 3.45 4.09 12 0.80 67.16 67.68 68.50 68.86 71.70 71.00 YD4 to YD3 11 10 98.750 0.71 0.71 0.61 0.43 0.43 10.0 10.0 5.4 2.32 3.45 2.98 12 0.80 67.58 68.37 68.99 69.32 71.00 71.00 YD5 to YD4 12 End 72.792 0.37 0.37 0.90 0.33 0.33 6.0 6.0 6.9 2.29 3.81 2.91 12 0.98 66.00 66.71 67.67 67.93 68.13 72.70 ROOF to WQB Project File: 4207-Storm Sewers.stm Number of lines:12 Run Date: 214/2019 NOTES:Intensity=35.57/(Inlet time+3.70)^0.72; Return period=Yrs.10 c=cir e=ellip b=box Storm Sewers v12.00 APPENDIX E Water Quality Calculations 742 Ellington Road—DPI Project No.:4207 Febuary 4, 2019 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Off Site to WQB (PI) &Proposed Site(P2) Areas P1 P2 Impervious 0.385 0.868 Pervious 1.949 0.542 Total Area 2.334 1.410 %Impervious 16.5% 61.6% Overall%Impervious 33.5% Total Area 3.744 acres Water Quality Volume(WQV)=(1")(R)(A)/12, where: R=unitless volumetric runoff coefficient=0.05 +0.009(I), where: I=percent impervious cover of drainage area=33.5% (DA Pl+P2) R=0.05 +0.009(l) R =0.05 +0.009(33.5) R=0.352 A =drainage area in acres=3.744 acres WQV = (1")(R)(A acres)/l2 inches per foot WQV= (1")(0.352)(3.744 acres)/12 inches per foot WQV=0.110 acre-feet required=4791.60 cft Proposed BMP The proposed water quality basin and forebay proposed to provide 4,309 eft(below orifice at Elev. 67.20) and 491 cft(below spillway at ELEV. 66.50)of water quality storage respectively.The forebay will provide storage for 10.2% of the determined water quality volume draining to the basin. The forebay in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 4,800 eft; more than 100% of the water quality volume. 4207- Drainage Type W 24-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: Forebay Elevation Surface Storage Elevation Surface Storage (feet) s -ft cubic-feet feet s -ft cubic-feet 64.00 20 0 66.60 453 535 64.05 26 1 66.65 465 558 64.10 32 3 66.70 477 582 64.15 38 4 66.75 489 606 64.20 44 6 66.80 501 630 64.25 50 9 66.85 513 656 64.30 56 11 66.90 525 682 64.35 62 14 66.95 537 708 64.40 68 18 67.00 549 736 64.45 74 21 67.05 563 763 64.50 81 25 67.10 578 792 64.55 87 29 67.15 592 821 64.60 93 34 67.20 607 851 64.65 99 39 67.25 621 882 64.70 105 44 67.30 636 913 64.75 111 49 67.35 650 945 64.80 117 55 67.40 665 978 64.85 123 61 67.45 679 1,012 64.90 129 67 67.50 694 1,046 64.95 135 74 67.55 708 1,081 65.00 141 81 67.60 722 1,117 65.05 149 88 67.65 737 1,153 65.10 158 95 67.70 751 1,191 65.15 166 104 67.75 766 1,229 65.20 175 112 67.80 780 1,267 65.25 183 121 67.85 795 1,307 65.30 192 130 67.90 809 1,347 65.35 200 140 67.95 824 1,387 65.40 209 150 68.00 838 1,429 65.45 217 161 65.50 226 172 65.55 234 184 65.60 242 196 65.65 251 208 65.70 259 221 65.75 268 234 65.80 276 247 65.85 285 261 65.90 293 276 65.95 302 291 66.00 310 306 66.05 322 322 66.10 334 338 66.15 346 355 66.20 358 373 66.25 370 391 66.30 382 410 66.35 394 429 66.40 406 449 66.45 418 470 66.50 430 491 66.55 441 513 4207- Drainage Type 11124-hr 100-yr Rainfall=7.78" Prepared by Design Professionals Inc. Printed 2/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PP1: Water Quality Basin Elevation Surface Wetted Storage (feet) (sq-ft) (sq-ft) (cubic-feet) 64.00 30 30 0 64.20 190 191 68 64.40 351 352 136 64.60 511 513 204 64.80 672 673 272 65.00 832 834 340 65.20 1,037 1,041 602 65.40 1,242 1,247 864 65.60 1,447 1,454 1,126 65.80 1,652 1,661 1,389 66.00 1,857 1,867 1,651 66.20 2,092 2,104 2,135 66.40 2,326 2,342 2,619 66.60 2,561 2,579 3,102 66.80 2,795 2,816 3,586 67.00 3,030 3,053 4,070 67.20 3,285 3,312 4,800 67.40 3,540 3,570 5,530 67.60 3,795 3,829 6,260 67.80 4,050 4,087 6,989 68.00 4,305 4,346 7,719 68.20 4,495 4,542 8,673 68.40 4,684 4,737 9,628 68.60 4,874 4,933 10,582 68.80 5,063 5,129 11,536 69.00 5,253 5,325 12,490 69.20 5,450 5,530 13,638 69.40 5,648 5,734 14,786 69.60 5,845 5,939 15,934 69.80 6,043 6,143 17,082 70.00 6,240 6,348 18,230 70.20 6,480 6,594 19,537 70.40 6,719 6,841 20,845 APPENDIX F Test Pit Logs Ellington Road 21 Jeffrey Drive-South Windsor,CT Percolation Test Results (860)291-8755 January 25, 2019 www.designprofessionalsinc.com Test Performed By Daniel Jameson, E.I.T. 1/25/2019 Perc 1 Location (Middle of Test Pits 1 &2) Bottom Of Hole 63.5" Pre-Soak Depth 17.5 Pre Soak 11:32 MINS DEPTH Test Start(Dry) 11:57 0 2 12:02 5 6 12:07 10 9.25 12:12 15 11 12:17 20 13 12:22 25 14 12:25 28 15 (Dry) 18 0.4411 in/min 16 i 2.26706 min/in 14 12 10 '• y=0.4411x+3.5451 Ra=0.9517 8 6 4 ' 2 a ! .._...... 0 5 10 15 20 25 30 6 Perc 1 ••••.••••Linear(Perc 1) APPENDIX G Drainage Area Maps Rle.e\)eK\42D7Wammu W\4207-Dw� Iaya I c-0AI Faded 2/4nM as PM La Uwd 2/412M an WA 4a S—d BY dlJY— a \ U, ` J \\`/ \ �I `f/j/ \ 1 • t � `� go "'' J /u, / `/ / ` / J` / ♦ / i.- ` /I. Z �mnA+°2�5 Deng.a:el�.m iw-.0 adrn aeaynne (') EXISTING NO DME REVISIONS BY EDUCATIONAL PLAYCARE CENTER 207 Prepared for: „r"P^�" �^^ee'��e�6' ' PC BOX 1167 — SOUTH WNDSOR.CT DRAINAGE AREA 742 ELLNGTON ROAD MUCATIONAL n 4 09/l9 755-T v 7 werw. BGo-291-9757-F MAP 24,LOT 1 pHVC PLAYCARE,LTD. �S� MAP S ra essionala « 555 DAYWLL ROAD .n.d.,.ew.e.o.m.epo,� SOUTH WNDSOR CT WINDSOR.CT 06D95 -A ° SPECIAL EXCEPTION SITE PLAN n^ 860-803-Oe07 .Oe.e..u..renM� 9d1 AMALYR!/LAMClC11PE•RCMITECT! r ! PIAN REFERS TO ME TO LOWING; t W7 TONRENTITLED"PROPERTY SOUTH N MIR,C ON NIC ICUT-SURVEY. ED 1 REALTY.LL R SE Q 359 � �- ULINGTON RQAO,SOUTH WINDSOR,CONNECTICUT'GATED 12/27/2017 REVISED TO - /18/201a PREPARED BT DESIGN PROFESSIONALS,INC. ew a F gs� CATCHMENT . (H DRAINAGE AREAS BASIN DETAILS V TOTAL AREA - 0.30 ACRES ed f�4 GRASS: 0.03 ACRES a a E WOODS: 0.01 ACRES a �g Ea ga CB#1 IMPERVIOUS 0.26 ACRES "$1 $,s E C-0.81 vltvy�a Tc-6 MINUTES % F 5Bd24r a �xT 1 TOTAL AREA - 0.01 ACRES C13#2 IMPERVIOUS 0.01 ACRES � ; ��$ ? PROPOSED WATERSHED- C-0.90 iJ BOUNDARY Tc- 6 MINUTES 1° (TYPICAL) = `0 0 0 0 X TOTAL AREA- 0.23 ACRES O.Ij U 0 GRASS: 0.02 ACRES a a 9g r CB#3 IMPERVIOUS 0.21 ACRES o W o2b C-0.84 a u� Tc- 6 MINUTES I" J~ TOTAL AREA - 0.04 ACRES 4 CRASS: 0.03 ACRES S e ` \ YD-1 WOODS: 0.01 ACRES C-0.22 Tc- 7 MINUTES TOTAL AREA - 0.13 ACRES CRASS: 0.07 ACRES I- WOODS: WOODS: 0.05 ACRES YD-2 IMPERVIOUS 0.01 ACRES U C-0.26 o F / r To- 8 MINUTES t�Z 0 ,Q Z > f TOTAL AREA - 0.05 ACRES C-J 3S 4 la GRASS: 0.02 ACRES a Z ca st � i YD-3 WOODS: 0.03 ACRES <7d 0. C. 0.14 == 5 , Tc- 7 MINUTES F 8 TOTAL AREA - 0.71 ACRES a CRASS:0.44 ACRES `, f YD-4 WOODS: 0.22 ACRES IMPERVIOUS 0.05 ACRES ' C-0.26 Tc- 10 MINUTES X10 TOTAL AREA - 0.71 ACRES GRASS: 0.20 ACRES / WOODS: 0.10 ACRES n / YD-5 IMPERVIOUS 0.41 ACRES C-0.61 Tc- 10 MINUTES 0 TOTAL AREA - 1.77 ACRES to CRASS: 0.84 ACRESULJ > / YD-6 WOODS: 0.63 ACRES i IMPERVIOUS 0.30 ACRES C-0.32 - Tc- 15 MINUTES r / TOTAL AREA- 0.47 ACRES A CRASS: 0.20 ACRES ° ` \ YD-7 WOODS: 0 ACRES z IMPERVIOUS 0.1.10 ACRES $ n C-0.35 S01L TYPE'B(TYPI ) Tc-10 MINUTES w wa 236E \ TOTAL AREA - 0.09 ACRES N W a " (HSG "A/D") CRASS: 0.06 ACRES O a Q YD-8 WOODS: 0.03 ACRES CL C-0.22 Z Tc- 6 MINUTES 1 SHMr C-DA2 � s�Er z aF z P.O.BOX 1167 21 JEFFREY DRIVE • SOUTH WINDSOR,CT 06074 g■■ PHONE: 860.291.8755 �10M1s FAX: 8onalsi ..co 7 w+nnv.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS I PLANNERS I SURVEYORS 1 GIS ANALYSTS 1 LANDSCAPE ARCHITECTS 5erwng Connecticut, Massachusetts, E Rhode/s/and • • January 29,2019 Re: Inland Wetlands&Watercourses/Planning&Zoning Applications • L028 Ellington Road • Dear Abutting Property Owner: In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands,Watercourses,and Conservation Regulations",we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission.The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing 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 will heard please contact Jeff Folger, Environmental Planner/Conservation Officer,Planning Department,860-644-2S11,ext. 229. Furthermore,in accordance with the Rules&Regulations of the South Windsor Planning&Zoning Commission,you are hereby notified that an application has been filed on the property located at L028 Ellington Road,abutting your property,and is subject to a hearing by 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 hearing(s)to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s) prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Michele Lipe,AICP,Town Planner,at the South Windsor Planning Department at 860-644-2511, ext.252. if you have any questions regarding the specifics of the plans,please feel free to contact our office at 860-291-8755. • Thank you. s • • • Sincerely, s • DESIGN PROFESSIONALS, INC. s • Benjamin P.Wheeler,PLA Director of Operations Cc: Town of South Windsor Client • G:jobs\4207\Docs\Applications\Abutters\4207 Abutter Notice.doc Town of South Windsor, February 2, 2019 1 give my permission for Edcational Playcare, LLC, to take ownership of my family's property on Ellington Road. I agree with the application and sign representing Mark Urbanetti, Lee Urbanetti, Joan Urbanetti, Carol Urbanetti, Alex Urbanetti, John Urbanetti, and myself. Respectfully, Hollis U Cassano 1109 East Middle Turnpike Manchester, CT 06040 o;.E V FEB 14 jj Stormwater Management Report Educational Playcare Center 742 Ellington Road South Windsor, CT Prepared for: Educational Playcare Center, LTD 555 Day Hill Road Windsor, CT ��•oF �o,v h�c}�, Prepared by: Z CO�,�n� ' .`� c Design Professionals, Inc. 2 21 Jeffrey Drive ,�' icE s�•�`�.; South Windsor, CT 381oNA`1��`� Prepared: February 4, 2019 Revised: February 14, 2019 lgn Introduction Educational Playcare,LTD is proposing to develop a 2.80±acre parcel of land located at 742 Ellington Road (Route 30), South Windsor, Connecticut. The property is referenced as Map 24, Lot 1 on the Town of South Windsor Tax Assessors map.The proposed development will include the construction of a 16,000±SF day care center with site improvements including, but not be limited to, a new parking area for standard vehicles, sidewalks,landscaping, play areas, = lighting, utilities, and stormwater management BMP's. Of the 2.80±Acre tract, approximately 1.97±Acres are proposed to be disturbed for the _ construction of the day care center.The proposed development will have no direct disturbance in the existing wetlands on the eastern portion of the property. Approximately 14,000 SF of upland review area will be disturbed for the construction of a portion of the building, playgrounds, sidewalks, grading,water quality basin, as well as stormwater outlets,and associated rip-rap.For more information,please refer to the plans entitled"Educational Playcare Center— Special Exception Site Plan—742 Ellington Road-- South Windsor, CT--Map 24, Lot 1"prepared by Design Professionals,Inc. and dated February 4,2019, as amended. Pre-Development Site Conditions The existing surficial characteristics of the property can be primarily classified as woodlands. Review of the topography for onsite and offsite conditions,indicated that the abutting residential properties to the north and west of the site currently drains through the woodlands onsite. All stormwater runoff that traverses the property is collected in the existing wetlands located on the eastern portion of the site. Review of state maps indicated that this wetlands area is tributary to Podunk River. The existing wetlands at the eastern corner of the site was selected as Design s Point 1 (DP#1) for the drainage analysis. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service(MRCS)Hydrologic Soil Group {HSG} mapping, soils types A, AID, &B are located on site. See Appendix C for The NRCS Soil Map &Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to Design Point 1.The Natural Resources Conservation Service's TR-55 Manual was followed in ` predicting the peak rates of runoff and volumes.HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff discharging from the three design points were evaluated for the xa 2-, 10-, 25-, 50-and 100-year storm events. For more information,please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. "4 1 >° Post-Develo ment Site Conditions The subject project proposes the construction of a 16,000±SF day care center. All runoff generated from the newly parking areas will be collected in an underground storm water catchment system and be conveyed to a proposed water quality basin (Pond PP1).Pond PPl will also accept overland flow from the eastern play area and a portion of the offsite residential areas to the south and west of the property. The runoff from the remaining contributing residential areas will either directly discharge to the wetlands via sheet flow or be collected in a underground infiltration system (modeled as pond PP2). Test Pits and a percolation test were conducted by Design Professionals Inc. on January 25`s,2019. Test pits indicated a uniform fine sand profile that appeared consistently at approximately 30"- 42"below the existing surface. A percolation test was then conducted at approximately 46"below the surface, (bottom of perc hole at 63.5"below surface) to determine the infiltration rate for the sand profile. Final percolation test results indicated an infiltration rate of 0.44 in/min or 26.4 inches/hour. A design infiltration rate of 13.0 inches/hour was used for both the infiltration trench and water quality basin, utilizing a conservative factor of safety of 2. Observations from the test pits and percolation test results are included in Appendix F of this report. All stormwater flows not infiltrating in the water quality basin and perimeter drain, will be released to the eastern wetland area (DP#1). See Appendix B for the Post-development condition HydroCAD report. The Proposed Conditions Drainage Map for the site is located in Appendix G.Test pit locations are also shown in both existing and proposed condition maps. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS)hydrology methods. The following table contains the peak flow data(in cubic feet per second) generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year Pre 0.05 1.23 2.87 4.48 6.30 DP#1—Eastern Wetlands Post 0.02 0.83 2.42 4.28 6.19 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for all design storms. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation's Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. 2 J 't Hydraflow Storm Sewers computer software was used for analysis. The computations are included as Appendix D. Water Quality The proposed water quality basin and forebay were sized in accordance with the 2004 Connecticut Stormwater Quality Manual, to provide a pond volume that exceeds the determined water quality volume. The proposed forebay was also sized to provide l 0% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. All catch basins will also include trap hoods for additional stormwater pre-treatment. See Appendix E for water quality volume calcs, and pond, and forebay stage storage reports. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site,is consistent with Town and State requirements,and should not pose any detrimental impacts to the surrounding stormwater conditions. 3 4 1 JMM WETLAND CONSULTING SERVICES, LLC 23 Horseshoe Ridge Road Newtown, CT 06482 Phone:203-364-0345 Mobile:203-994-3428 james@jmmwetland.com jmmwetland.com February 13, 2019 Town of South Windsor RECEIVED Inland Wetlands and Watercourse Commission 1540 Sullivan Avenue 4 2.019 South Windsor, CT 06074 S,'U,.,,r,,.'omr CON;ERVAI ION GOh1L11SSlON RE: Wetlands Assessment/Impact Analysis 742 Ellington Road, South Windsor, Connecticut JMM Job#18-2381-SWN-5 Dear Commissioners: At the request of the applicant, Education Playcare, LTD, JMM Wetland Consulting Services, LLC (JMM) is providing this Wetlands Assessment/hnpact Analysis report to be submitted with an application to conduct regulated activities at the above-referenced property. The soils-based wetland delineations were conducted at the site on January 8t", 2019. An On-Site Soil Investigation Report, supporting the wetland delineations is attached to this document. In this report, JMM is providing the following: 1. Descriptions of the on-site regulated wetlands and watercourses. 2. A functions and values assessment of the regulated wetland resource associated with the site. Wetland Delineations&Assessments•High Intensity Soil Surveys 9 Permitting 9 Soil Test Pit Descriptions•Erosion Control Planning L Supervision•GPS Survey Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT imm February 13, 2019 Page 2 3. An analysis of potential indirect impacts upon the regulated resources and upon the functions and values they provide. 1.0 Introduction The site is located north/northwest of Ellington Road, in South Windsor, Connecticut (see Figure 1, attached). This +/- 2.8-acre site is comprised of an undeveloped wooded parcel with a northerly flowing perennial watercourse and associated wetland area. The site's dominant topography is gently to moderately sloping. Moderately to steeply sloping areas are associated with the ravine that holds the site's regulated areas. 2.0 Description of Regulated Resource Areas #-Series Wetland This regulated resource occupies a portion of the site's northeastern extent. This unnamed perennial watercourse' flows in a north/northwesterly direction eventually discharging to the Podunk River, which is west/northwest of the site, approximately a third of mile downstream. The stream's watershed, as it crosses the northern property boundary, is roughly 173 acres. According the USGS StreamStats the stream's watershed is highly urbanized (i.e., 81.5%), with impervious surfaces nearly at 23 percent (see attached Stream Stats). We also note that there are several direct discharges to the on-site section of the stream from local roads. As a result of these statistics and the direct discharges, it is expected that the stream has impaired water quality and does not support a robust or diverse aquatic community. JMM wetland boundary markers JMM-1 to JMM-19 (open line) demarcate this on-site wetland (see photos 1-4). The wetland is a seasonally saturated/.seasonally flooded wooded swamp. The wetland's hydro-geomorphic classification (HGM) is predominately groundwater slope but also surface water slope is represented. Within this wetland area soils found to be poorly drained, which include floodplain-type soils. I The USGS topographic map does not show this watercourse as perennial,likely due to the surficial geology of its contributing watershed,which is predominately sandy glacial outwash. It is likely that this watercourse would be characterized as a semi-perennial watercourse, which might not have much baseflow during the summer, but which may retain a moist substrate within its channel. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT JMM February 13, 2019 Page 3 This is a palustrine, forested, broad-leaved deciduous (PFO1) wetland per the National Wetlands Inventory (NWI) classification system. Typical vegetation observed within the wooded swamp component includes such species as red maple, sugar maple, American beech, spicebush, multiflora rose (invasive), sedges, garlic mustard (invasive), periwinkle (non-native), Asiatic bittersweet(invasive), and poison ivy, to name a few. 3.0 Soils of Study Area The soils within the study area were observed to be both undisturbed and disturbed. The undisturbed soils are derived from glacial outwash (i.e. stratified sand and gravel) deposits. For additional detail on the observed wetland and upland soil types see attached On-Site Soil Investigation Report. 4.0 FunctionNalue Assessment The assessment of wetland functions and values is based primarily on the US Army Corps of Engineers' (USAGE) Descriptive Approach (1995), and on best professional judgment. The assessment looks mainly at the on-site portion of the #-series forested wetland/watercourse. A summary of the functions and values assessment can be found in Table 1, below. As can be seen, the JMM-#-series wetland offers one principal functions and value, that is, groundwater recharge/discharge. This is not only present, but available to at least a moderate-high degree. Other functions and values are present but are not principal, including wildlife habitat, sediment/toxicant/pathogen retention, nutrient removallretentionitransformation and floodflow alteration, as well as others. We note that the semi-perennial stream associated with the site may likely provide some habitat for fish and aquatic invertebrates, but not to a high degree, particularly due to the lack diverse in-stream habitat, and its likely water quality impairment, based on a very urbanized watershed. As mentioned above, it is likely that during the summer, this stream lacks baseflow, but may maintain a somewhat saturated substrate within its channel. Flows do occur during rainstorms, and based on the evidence of moderately eroded banks, this stream would be considered flashy. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT JMM February 13, 2019 Page 4 Table 1:Summary of WetlandfWatercourse Function-Value Assessment Groundwater Recharge/Discharge P FloodftowAlteration Y Sediment/Shoreline Stabilization Y Sediment/Toxicant/Pathogen Retention Y Nutrient Removal/Retention/Transformation Y Production Export Y Fish and Aquatic Habitat N Wildlife Habitat Y Endangered Species Habitat N Visual QualitylAesthetics Y Educational/Scientific Value N Recreation(Passive,Active) N Uniqueness/Heritage N Notes: P=Principal function;Y=function present;N=function not appreciably present or absent 5.0 Proposed Activities Overview According to the reviewed plans, entitled Grading Plan prepared for Educational Playcare, LTD, prepared by Design Professionals, Inc. (DPI), the proposed 16,525 square foot facility will be served by public water and sewer. It will be accessed via a driveway to Ellington Road (CT Route. 30). The total site disturbance, based on proposed grading, is estimated at 1.95-acres of the 2.8- acre site. The disturbance within the 80-foot wide regulatory upland review area (URA) is 0.47-acres (20,473 square feet), which is approximately 17010 of the parcel. There are 0.16- acres (6,970 square feet) of delineated regulated wetland, which is 5.7% of the overall parcel. It is worth noting that of the 0.47-acres of disturbance within the URA approximately 0.30- acres (13,068 square feet) would be for the grading and the installation of the proposed stormwater outlet and associated structures. Direct Wetland ILnpacts According to the reviewed site plans no direct wetland or watercourse impacts are proposed at the subject site. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT JMM February 13, 2019 Page S Indirect Wetland Impacts Indirect or secondary impacts to a wetland or watercourse can occur as a result of activities outside of wetlands or watercourses. Such impacts can be short-term or long-term, and are typically associated with erosion and sedimentation, mostly during the construction period, the removal or disturbance of vegetation in upland areas but adjacent to wetlands or watercourses, the alteration of wetland hydrology or the flow regime of a watercourse, and the discharge of degraded surface water or groundwater, which may adversely impact the water quality of the regulated resources. The potential for any of these indirect impacts to occur at the site as a result of the proposal depends on the regulated resources themselves, their sensitivity, and their ecological and physical characteristics. These potential impacts are discussed below. Erosion and Sedimentation The potential for soil erosion and subsequent deposition in wetlands or watercourses exists at every construction site that involves soil disturbance. At this site the risk or the potential for adverse impacts from erosion and sedimentation is considered to be mainly low for the majority of the site to moderate in a few areas, such as in the area to be graded in close proximity to the wooded swamp. The primary reasons for this assessment are as follows: (1) a detailed erosion and sedimentation control plan has been prepared and submitted, which complies with the CT DEEP'S 2002 Connecticut Guidelines for Erosion and Sediment Control and (2) the site's undisturbed soils are only low to moderately erosive (see attached K-factor assessment). Removal of Native Vegetation and Habitat Loss Habitat loss associated with land clearing is an unavoidable consequence of land development, which has the potential of impacting wetlands and watercourses. At the subject site, an effort has been made to limit any disturbance of woody vegetation to the extent possible, maintaining a wooded buffer to the site's wetland resource. With the exception of one area, where a 3:1 slope will be graded from just a few feet from the wetland to the northern edge of the proposed playground, the steeper slopes associated with the riparian corridor will not be touched. Proposed wetland buffers will be 46 to 55-feet at a minimum, which shall preserve the woodland and provide protection and complementary habitat to the regulated resources. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT JMM February 13, 2019 Page 6 JMM recommends that the aforementioned graded slope be densely planted with shrubs, such as bayberry, gray dogwood, sumacs (staghorn, winged), and sweet pepperbush, at their appropriate hydrozones. Also a minimum of 5 trees, such as sugar maple and tulip tree, should also be planted. Moreover, JMM recommends that in addition to slope stabilization using appropriate erosion control netting, the New England Roadside Matrix Upland Seed Mix be used, available at New England Wetland Plants, Inc., of Amherst, MA. This also contains seeds of several native shrub species, such as staghorn sumac and gray dogwood. In our professional opinion the proposed wetland buffers, and with the recommended mitigative plantings, are of sufficient width to protect existing wetland functions and values. For instance, the principal function mentioned in the above section for the #-series wetland will not be compromised. Potential Impacts to Wetland Hydrology and Stream Flow The hydrologic and flow regimes of the #-series wetland is dependent both on on-site contributions via shallow groundwater flow and surface flows from within its watershed. The site plans include low-impact development (LID) practices, such 315-foot perimeter drain, which will accommodate off-site flows from the west side of the site. Infiltration will be achieved from the use of the perimeter drain as very good infiltration rate is achieved through the existing sandy on-site soils. Perforated piping will be used between the proposed catch basins to further promote infiltration to the ground. Finally, a water quality basin, which promotes infiltration to the groundwater regime, will also be used. This will preserve the hydrology of this wetland. In fact, it is expected that the upper (southern)portion of the wetland will be better hydrated than under existing conditions. Regarding the hydrology of the semi-perennial stream the proposed development shall not have an adverse impact. The hydrology of this system is primarily dependent on surface flows from its watershed, and only secondarily by groundwater discharge. Potential Water Quality Impacts Stormwater runoff from impervious surfaces of commercial sites has the potential of degrading the water quality (i.e. surface and groundwater) of regulated resources. Generation of potential pollutants on impervious surfaces typically results from vehicular traffic over them. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT imm February 13, 2019 Page 7 The CT DEEP's 2004 Stormwater Quality Manual ("the Manual") is used to guide the selection, design, siting, and sizing of appropriate best management practices (BMPs), which are protective of surface and groundwater quality. The CT DEEP has adopted, through their General Permit for discharge of stormwater, an 80% TSS (total suspended solids) minimum annual removal goal, because research has shown that the concomitant removal of other runoff constituents is high at these levels of TSS removal. The plan reviewed by JMM includes, as mentioned above, a variety of best management practices (BMPs) that are capable of attenuating stormwater runoff to a high degree. Moreover, the site's above-ground water quality basin will also promote infiltration, and includes a large sediment forebay. The bottom of the basin's main cell is at elevation 63- feet, while the wetland boundary is expressed at approximate elevation of 60-feet. This should allow for separation from the seasonal groundwater table promoting infiltration. Additionally, the plan calls out for below-ground infiltrators for roof runoff and surface flows from the western slope and adjacent properties. This will promote for the recharge of the local groundwater table. We conclude that the stormwater management system is designed in accordance with applicable standards and guidelines, and will attenuate runoff to high degree, thus protecting receiving waters, which include the site's semi-perennial stream, as well as the Podunk River, downstream of the site. 6.0 Conclusion In conclusion, it is JMM's opinion that as proposed, and with diligent monitoring of erosion and sediment control, particularly adjacent to the Xseries wetland the proposal will not have any significant adverse short-term (construction) or long-term (water quality/habitat) impacts upon the regulated resources, including the site's semi-perennial perennial stream (i.e.,Xseries wetland). Finally, in the post-construction phase the functions and values associated with the site's regulated resources will continue to be conferred at similar levels as under existing conditions. Town of South Windsor IWWC 742 Ellington Road, South Windsor, CT imm February 13, 2019 Page 8 Please call us if you have any questions on the above or need further assistance. Respectfully submitted, JMM WETLAND CONSULTING SERVICES, LLC James M. McManus, MS, CPSS Certified Professional Soil Scientist (No. 15226) Attachments: Figure 1, Photos 1-6, On-Site Soils Report, NRCS Web Soil Survey Map, K-Factor Erodibility Assessment, Stream Stats FIGURE 1: 742 Ellington Road, South Windsor, CT Town GIS Aerial Photo Showing the Approximate Location of Regulated Wetlands and Property Boundaries. Town of South Windsor °nr Geographic Information System (GIS) :y Approximate Location of JMM #-Series At y Zt Y y, t • ,qr C x � r � N MAP DISCLAIMER-NOTICE OF LIABILITY Approximate Scale: 1 inch=100 feet This map is for assessment purposes only.It is not for legal description W E or conveyances.All information is subject to verification by any user. 0 100 The Town of South Windsor and Its mapping contractors assume no legal responsibility for the information contained herein. Feet S L K +• x t y R lc��• ,3.rJ 11 vile iff At Al n 1 in'/s'tJ 1 ,' '�,J.._ Z + `, t.. 's%• k �1� ,. �•+.1��;',�� {ter ��p� • y iill�� tnll in,melmylawal; ..; .. - .. ;c �'. rake..- �as•�. i T h_ t � MlVi..,.h•. �4 iv t ;f Photo 3:View of headwall and RCP's within JMM-#-Series adjacent to Ellington Road (JMM photo taken 1/8/19);facing southeasterly u 1` 1 { �{ ,�'"•. '7' �y 1 yye�wr �, t 1: y r r A{ '' 1r�.i YG�yrf.• Y'R�f�+�t•^>s4 ;'I CT -r^•! ik�� r I 1 Photo 4:View of perennial watercourse/wooded swamp along the northeastern part of site (JMM photo taken 1/8/19);facing westerly •N��>Z�' � � VAF.., •,-S LN f "' :1C..t' ( JR,� �T I , ��'+,1-�4 1 + `r��, /,�• ' � �' 11.} �'�1.r q'� .� i cL f ttr �r ,4t ` JMM WETLAND CONSULTING SERVICES, LLC 23 Horseshoe Ridge Road REPORT DATE: January 10, 2019 Newtown, CT 06482 Phone: 203-364-0345 PAGE 1 OF 3 ON-SITE SOIL INVESTIGATION REPORT PROJECT NAME&SITE LOCATION: JMM Job No.: 18-2381-SWN-5 Prooeect Site Field Investigation Date(s): 1/8/19 742 Ellington Road Field Investigation Method(s): South Windsor, Connecticut ® Spade and Auger ❑ Backhoe Test Pits ❑ Other: REPORT PREPARED FOR: Field Conditions: Mr. Harry Freeman Weather: Cloudy 30's Educational Playcare, LTD. Soil Moisture: Moist 555 Day Hill Road Snow Depth: N/A Windsor, CT 06095 Frost Depth: N/A Purpose of Investigation: ® Wetland Delineation/Flagging in Field ❑ Wetland Mapping on Sketch Plan or Topographic Plan ❑ High Intensity Soil Mapping by Soil Scientist ® Medium Intensity Soil Mapping from NRCS Soil Survey Maps ❑ Other: Base Map Source: USDA-NRCS Web Soil Survey (attached) Wetland Boundary Marker Series: JMM-1 to JMM-19 General Site Description/Comments: The site is located north/northwest of Ellington Road in South Windsor CT. The site at present is an undeveloped forested parcel with a regulated forested wetland that includes a watercourse (see Figure 1 attached). The soil types were found to be mainly undisturbed with disturbed soils noted. The disturbed soils were observed mainly adjacent to Ellington Road. The undisturbed soils are derived from glacial outwash (i.e., stratified sand and gravel) deposits and alluvial (i.e., stratified sand and silt) deposits. The undisturbed "upland type" soils are comprised of the excessively drained Windsor (36) soil series and the moderately well drained Ninigret (701) soil series. Any disturbed upland soils were mapped as the Udorthents (308) mapping unit. The undisturbed "wetland- type" soils were identified as the poorly drained Walpole (13) and Rippowam (103) soil series. The "regulated areas" associated with the site consist of a perennial watercourse and its associated wooded swamp located along the northeastern part of the site (JMM-#-series). Typical vegetation observed within the regulated area included such species as red maple, sugar maple, multiflora rose, sedges, jewelweed, garlic mustard and poison ivy, to name a few. PAGE 2 OF 3 DATE: 1/10/1 9 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME&SITE LOCATION: Project Site 742 Ellington Road, South Windsor, CT SOIL MAP UNITS Wetland Soils Walpole sandy loam (13). This series consists of deep, poorly drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in shallow drainage ways and low-lying positions on stream terraces and outwash plains. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark brown sandy loam surface layer 6 inches thick. The subsoil from 6 to 23 inches is mottled, grayish brown sandy loam. The substratum from 23 to 60 inches is mottled, light brownish gray, gravelly loamy sand and gravelly sand. Rippowam fine sandy loam (103). The Rippowam series consists of deep, poorly drained soils formed in loamy, alluvial sediments. They are nearly level soils on floodplains. The soils formed in recent alluvium derived mainly from schist, gneiss or granite. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 5 inches thick. The subsoil from 5 to 27 inches is dark grayish brown, mottled fine sandy loam and sandy loam. From 27 to 60 inches the substratum is dark gray and grayish brown, loose stratified, loamy sand and very gravelly sand. This soil was formerly mapped in Connecticut as Rumney. Upland Soils Windsor loamy fine sand (36). This series consists of very deep, excessively drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to strongly sloping soils on glaciofluvial terraces, deltas and outwash plains. The soils formed in thick deposits of sand derived mainly from granite, gneiss and quartzite, but in places containing materials from schist and sandstone. The sand is poorly graded; medium sand is generally dominant and typically contains little or no gravel. Typically, these soils have a dark brown loamy sand surface layer 7 inches thick. The subsoil from 7 to 28 inches is yellowish brown loamy sand. The substratum from 28 to 60 inches is light yellowish brown sand. Ninigret fine sandy loam (701). This series consists of very deep moderately well drained soils formed in a coarse-loamy mantle underlain by sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in slight depressions and broad drainage ways. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 8 inches thick. The subsoil from 8 to 26 inches is yellowish brown fine sandy loam with mottles below 16 inches. The substratum from 26 to 60 inches is mottled, pale brown, loose, stratified loamy sand. Udorthents (308). This soil mapping unit consists of well drained to moderately well drained soils that have been altered by cutting, filling, or grading. The areas either have had two feet or more of the upper part of the original soil removed or have more than two feet of fill material on top of the original soil. Udorthents or Made Land soils can be found on any soil parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. C:1UsersVim.68L1BY1\DocumentsVMM Wetland DataVobs-20i8U8-2381-SWN-S_742E11ingionRdUMM-SoilReport-720E11ingtonRd.doc PAGE 3 OF 3 DATE: 1/10/19 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME&SITE LOCATION: Prdect Site 742 Ellington Road South Windsor CT SOIL MAP UNITS See previous page Any accompanying soil logs and soil maps, and the on-site soil investigation narrative are in accordance with the taxonomic classification of the National Cooperative Soil Survey of the USDA Natural Resource Conservation Service, and with the Connecticut Soil Legend (DEP Bulletin No.5, 1983). Jurisdictional wetland boundaries were delineated pursuant to the Connecticut General Statutes (CGS Sections 22a-36 to 22a-45), as amended. The site investigation was conducted and/or reviewed by the undersigned Registered Soil Scientist(s) [registered with the Society of Soil Scientists of Southern New England (SSSSNE)in accordance with the standards of the Federal Office of Personnel Management]. All wetland boundary lines established by the undersigned Soil Scientist are subject to change until officially adopted by, local, state,and federal regulatory agencies. Respectfully submitted, JMM WETLAND CONSMTING SERVICES,LLC V James M.McManus,MS,CPSS Certified Professional Soil Scientist Field Investigator/Reviewer CAUsers1Jim.68L1BYI DocurnentsUMM Wetland DataVobs-2018V8-2381-SWN-5_742E11ingtonRdVMM-Soi1Report-720EIlingtonRd.doc .l•_.11 11 _ II .11 I1111 11 11 III.11 IIf 11 1111 11.11 41 .:1�v �`.�. C_• l ._ } y a° f a* t / 3G4 'r .? - - � � � � � � �, �' I�" yr ,,j o Sf� >•¢ _ f "� � Y vie tv nr Air !•� 1 a 44 y\\ ti4 •:11 G 11 •NI �NI 11111 11 11 II W11 14.11 1 / /, •11 :11 /1 Soil Map—State of Connecticut (742 Ellington Road,South Windsor,CT) MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Stony Spot 1:12,000. _ Y Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil 13 Other line placement.The maps do not show the small areas of Soil Map unit Points Special Line Features contrasting soils that could have been shown at a more detailed ,.• Special Point Features scale. to-" Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map 1+ Borrow Pit measurements. Transportation X Clay Spot Rails P�Source of Ma Natural Resources Conservation Service f-r-t Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) X 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 distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Mine or Quarry Soil Survey Area: State of Connecticut Miscellaneous Water Survey Area Data: Version 18,Dec 6,2018 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Aug 27,2016—Oct 30,2017 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 2/1/2019 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—State of Connecticut 742 Ellington Road,South Windsor, CT Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 28A Elmridge fine sandy loam,0 to 1.0 1.3% 3 percent slopes 29C Agawam fine sandy loam,8 to 3.8 5.1% 15 percent slopes 36A Windsor loamy sand,0 to 3 11.0 14.7% percent slopes 36B Windsor loamy sand,3 to 8 23.4 31.2% percent slopes 236B Windsor-Urban land complex, 21.7 29.0% 0 to 8 percent slopes 304 Udorthents,loamy,very steep 5.1 6.9% 306 Udorthents-Urban land 1.2 1.6% complex 701A Ninigret fine sandy loam,0 to 3 7.6 10.1% percent slopes Totals for Area of Interest 74.8 100.0% USDA Natural Resources Web Soil Survey 2/1/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 3 K Factor,Whole Soil—State of Connecticut (K-Factor:742 Ellington Road,South Windsor,CT) a 69950o 699600 6997oo 6998W e99900 700000 70010o 700200 70M 7004W 700500 41°49'4'v 1 I 41°49'4"N • 3 r". I; i - y t � SAD ` I' A" - 41°4'40'N 41°48'40"N 699500 6996M 699700 69M e9m 700000 700100 700200 '00300 700400 7005M � 3 Map Sole:1:5,190 if printed on A landscape(11"x 851 sheet m Meters j; NN 0 50 100 200 300 1V 0 250 500 1000 1500 Map projection:Web Mercator Corner c='dinates:WGS84 Edge ti s:UTM Zone 18N WGS84 USDA Natural Resources Web Soil Survey 2/4/2019 Qiii—m Conservation Service National Cooperative Soil Survey Page 1 of 4 K Factor,Whole Soil—State of Connecticut (K-Factor:742 Ellington Road,South Windsor,CT) MAP LEGEND MAP INFORMATION Area of Interest(AOI) . . .24 Streams and Canals The soil surveys that comprise your AOI were mapped at F7 Area of Interest(AOI) . 28 Transportation 1:12,000. Soils y Rails .32 Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 Interstate 02 .� 37 r✓ erstate Highways Enlargement of maps beyond the scale of mapping can cause US Routes misunderstanding of the detail of mapping and accuracy of soil os ^� 43 -' line placement.The maps do not show the small areas of 49 Major Roads contrasting soils that could have been shown at a more detailed Q .15 ~ .55 Local Roads scale. ti 64 Background Please rely on the bar scale on each map sheet for map Q .20 Aerial Photography measurements. . � Not rated or not available Q 20 Source of Map: Natural Resources Conservation Service .44 Soil Rating Points Web Soil Survey URL: .28 ■ .02 Coordinate System: Web Mercator(EPSG:3857) ® .05 Maps from the Web Soil Survey are based on the Web Mercator 0 .32 projection,which preserves direction and shape but distorts a 37 C .10 distance and area.A projection that preserves area,such as the 13 15 Albers equal-area conic projection,should be used if more 43 accurate calculations of distance or area are required. .49 13 .17 This product is generated from the USDA-NRCS certified data .55 0 .20 as of the version date(s)listed below. ® 0 .24 Soil Survey Area: State of Connecticut ® 64 � 28 Survey Area Data: Version 18,Dec 6,2018 0 Not rated or not available 13 32 Soil map units are labeled(as space allows)for map scales 1:50,000 orlarer. Soil Rating Lines 9 .02 ® •37 Date(s)aerial images were photographed: Aug 27,2016—Oct ,.� .05 ® •43 30,2017 10 ■ .49 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background . . .15 ■ .55 imagery displayed on these maps.As a result,some minor .17 64 shifting of map unit boundaries may be evident. .20 0 Not rated or not available Water Features USDA Natural Resources Web Soil Survey 2/4/2019 Conservation Service National Cooperative Soil Survey Page 2 of 4 K Factor,Whole Soil-State of Connecticut K-Factor:742 Ellington Road,South Windsor,CT K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 28A Elmridge fine sandy .28 1.9 1.8% loam,0 to 3 percent slopes 28B Elmridge fine sandy .28 0.3 0.3% loam,3 to 8 percent slopes 29C Agawam fine sandy .37 5.9 5.6% loam,8 to 15 percent slopes 30A Branford silt loam,0 to 3 .43 0.0 0.0% percent slopes 36A Windsor loamy sand,0 14.1 13.4% to 3 percent slopes 36B Windsor loamy sand,3 34.9 33.2% to 8 percent slopes 107 Limerick and Lim soils .43 1.3 1.3% 229B Agawam-Urban land .32 0.0 0.0% complex,0 to 8 percent slopes 236B Windsor-Urban land .15 26.0 24.8% complex,0 to 8 percent slopes 304 Udorthents,loamy,very .32 9.8 9.3% steep 306 Udorthents-Urban land .32 2.1 2.0% complex 701A Ninigret fine sandy .32 8.3 7.9% loam,0 to 3 percent slopes 701B Ninigret fine sandy .32 0.5 0.4% loam,3 to 8 percent slopes Totals for Area of Interest 105.2 100.0% Natural Resources Web Soil Survey 2/4/2019 it Conservation Service National Cooperative Soil Survey Page 3 of 4 K Factor,Whole Soil—State of Connecticut K-Factor:742 Ellington Road,South Windsor,CT Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE)and the Revised Universal Soil Loss Equation (RUSLE)to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity(Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw(whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Rating Options Aggregation Method:Dominant Condition Component Percent Cutoff:None Specified Tie-break Rule:Higher Layer Options(Horizon Aggregation Method):Surface Layer(Not applicable) USDA Natural Resources Web Soil Survey 2/4/2019 '� Conservation Service National Cooperative Soil Survey Page 4 of 4 StrearnStats Report Region ID: CT Workspace ID: CT20190204224412856000 Clicked Point (Latitude, Longitude): 41.81518, -72.59115 Time: 2019-02-04 17:44:23 -0500 �'Y 4 u70 !� ;; .r} •,�, i.r.• ty � j+,,.��'a :,k,t ��;. r'J� "e++rry, r' r Air. jiL '•�F { ,ark ! ' f2. 1 pti 't ^Tr. T'. •.i �r�b'�l4\ { � �t y �j. .. ��?Yn qt.1�"IFF . ;�. � ,� Basin Characteristics Parameter Code Parameter Description Value Unit DRNAREA Area that drains to a point on a stream 0.27 square miles LC11 DEV Percentage of developed (urban) land from NLCD 2011 81.5 percent classes 21-24 LC11IMP Average percentage of impervious area determined from 22.9 percent NLCD 2011 impervious dataset MAPM Mean Annual Precip Basin Average 45.025 inches WETLAND Percentage of Wetlands 0.29 percent USGS Data Disclaimer:Unless otherwise stated,all data,metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected.Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S.Geological Survey (USGS),no warranty expressed or implied is made regarding the display or utility of the data for other purposes,nor on all computer systems,nor shall the act of distribution constitute any such warranty. USGS Software Disclaimer:This software has been approved for release by the U.S.Geological Survey(USGS). Although the software has been subjected to rigorous review,the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty,expressed or implied,is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty.Furthermore,the software is released on condition that neither the USGS nor the U.S.Government shall be held liable for any damages resulting from its authorized or unauthorized use. USGS Product Names Disclaimer:Any use of trade,firm,or product names is for descriptive purposes only and does not imply endorsement by the U.S.Government. Application Version:4.3.0 SaYI N SE,< o - 1540 SULLIVAN AVENUE * SOUTH WINDSOR, CT 06074 Soa•ca TELEPHONE (860)644-2511 February 28, 2019 CERTIFIED##70171450000132806393 Harry Freeman Educational Playcare, LTD 555 Day Hill Road Windsor, CT 06095 RE: Appl. #19-12P—Educational Playcare—742 Ellington Road Dear Mr. Freeman: On February 20, 2019,the Inland Wetlands Agency/Conservation Commission approved Appl. 19-12P- Educational Playcare, 742 Ellington Road--IWA/CC application for the construction of a daycare facility, .parking, stormwater management structures, and associated utilities on a portion of land north of Ellington Rd. Restricted Commercial(RC)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 hold 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 February 20, 2024. 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. A bond shall be collected in the amount of $20,000 for installation and maintenance of erosion & sediment controls; $20,000 for installation of stormwater structures; $10,000 to ensure the establishment of wetland, wildlife and erosion control plantings within the basin and on the slopes — which bond shall be held for three growing seasons for monitoring, maintenance and invasive control. 5. The planting schedule shall be revised with consultation and approval by town staff. 6. The discharge velocities of outfalls to the stream and wetland area shall be reviewed by town staff with additional erosion protection done if required. 7. The construction narrative for the water quality basin shall be revised to provide explicit instructions to the contractor on preserving the integrity of the infiltrative qualities of the soil within the basin during construction. 8. All approvals required must be obtained and submitted prior to any activity on the site. 9. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Barbara Kelly, Chairperson cc: Director of Planning Chief Building Official Town Engineer Design Professionals Inc. Town of • • • PlanningDepartment Memorandum To: Kathy Senerth, Accounts Payable Accountant From: Donna Thompson,Administrative Secretary Date: February 27, 2019 RE: Munis Application 20f900232 Refund Please refund $330 to: Educational Playcare Ltd, 555 Day Hill Road,Windsor, CT 06095 Attention: Harry Freeman The public hearing for Appl#19-12P, Educational Playcare, 742 Ellington Road / Munis#201900232 is not required but was paid for at time of application. Please contact Jeff Folger (Ext 229) or me if further information is required. Thank you, Donna Thompson donna.thompsona-southwindsor.orq 860-644-2511 Ext 203 1