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Home My WebLink AboutAldi #19-39P IWA RECEIVED colC` � �5 1�3v0),�'J0 JUL 1 1 2019 TOWN OF SOUTH WINDSOR so�tnvr"a5°` IN:ANDl` TUNDShGENCY 0 va N OMnvS'ION INLAND WETLANDS, WATERCOURSES AND CONSERVATIO Application# (� ' P Date Received �7 1 INSTRUCTIONS 1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII—X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII—X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant's Name: Buckland East,LLC Address: 6 Executive Drive,Suite 100, Farmington CT 06032 Phone: (home) (work) (860)674-5624 (email) B. Legal owner's name: 190 Buckland Road LLC Address 6 Executive Drive,Suite 100, Farmington CT 06032 Phone (home) (work) (860)674-5624 (email) (List additional owners, addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name (if any) Aldi Project Address 200 Gateway Boulevard 1. Contact Person (if further information is needed) Benjamin Wheeler (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 map# 27 Parcel # 8 Zone GD 7 F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) 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? 10 ** (you are required to supply a copy of the letter with the list of the names of the abutters)** H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: Development of a 19,209 sf+/-commercial building,associated parking,utilities, detention basin and a common access drive. The total disturbance on the site is approximately 4.64 acres. Direct wetland disturbance area is approximately 1.14 acres. The Upland Review Area disturbance is 1.57 acres,of which 0.72 acres is associated with new wetlands creation. Native fill will be used in the construction of the site.Site work is proposed to commence in Fall 2019 and be completed in the Spring 2020. 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 must be submitted. J. Amount of regulated area disturbance (within upland review area or regulated buffers) 68,414 sf or 1.57 acres K. Acreage of wetlands and watercourses in regulated areas to be altered: 49,696 sf or 1.14 acres L. Acreage of wetlands and watercourses to be created: 49.734 sf or 1.14 acres M. Lineal feet of proposed stream alteration: 409+/-t_F N. Total land area of project and percentage, which is wetlands: Total wetland percentage=22.2% Total property area=12.99 acres,Total wetland area 2.88 acres O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) PZC 8 P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(S) 200 Gateway Boulevard,South Windsor CT By Design Professionals,Inc Dame Suzanne P.Choate on or befor• following t �1 days prior to the meeting Signature: These signs must be displayed continuously for at least ten (40) days prior to sr—heduled sheeting (see Regulations, Section Ma). The applicant is responsible for maintaining the sign during this period. The undersigned here?_+- applies for the regulated activities listed in paragraph 1-1 above, for a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar withh 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. e Signature of®w of Pro Date 11C) (0 Si 6at re of A)i-Ascant 1�6 1 (,(/d Date ZYZ6 o� Vr WACCadnunlhormslrWACC Application 9 TOWN OF SOUTH WINDSOR,CONNECTICUT Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 15300130 130 BUCKLAND ROAD KRAWSKI WILLIAM J 130 BUCKLAND ROAD SOUTH WINDSOR CT 06074-0000 15300190 190 BUCKLAND ROAD 190 Buckland RD LLC 6 Executive Drive,#100 Farmington CT 06032-0000 756OR008 R008 RIDGE ROAD JACQUES MURIEL M TR 1359 MAIN ST SOUTH WINDSOR CT 06074-0000 15300206 206 BUCKLAND ROAD ROUNSEVILLE MARRION&ROY TRUSTEES 206 BUCKLAND RD SOUTH WINDSOR CT 06074-0000 35300048 48 GILBERT LANE CHEN QIAN 48 GILBERT LANE SOUTH WINDSOR CT 06074-0000 35300064 64 GILBERT LANE XING LEI& 64 GILBERT LANE SOUTH WINDSOR CT 06074-0000 35300056 56 GILBERT LANE MCCABE JOHN C&BARBARA A 56 GILBERT LANE SOUTH WINDSOR CT 06074-0000 31300000 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 2650 THOUSAND OAKS#2200 MEMPHIS TN 38118-0000 15300218 218 BUCKLAND ROAD LEXMAR REALTY LLC 1158 CHERRY ST MILFORD CT 06460-0000 15300240 240 BUCKLAND ROAD BOND ROBIN C ETAL& 194 WEST RD SOUTH WINDSOR CT 06074-0000 P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 A Asp �� FAX: 860.291.875 7 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS ! PLANNERS / SURVEYORS / GIS ANALYSTS ! LANDSCAPE ARCHITECTS 5erving Connecticut, Massachusetts, t Rhode/stand • July 10,2019 • William J. Krawski 130 BUCKLAND ROAD SOUTH WINDSOR,CT 06074-0000 Re: Inland Wetlands&Watercourses/Planning&Zoning Applications 205 Gateway Boulevard Dear William J. Krawski, 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,860-644-2511,ext. 229. you If have an• y y questions regarding the specifics of the plans, please feel free to contact our office at 860-291-8755. • Thank you. • Sincerely, • DESIGN PROFESSIONALS, INC. Benjamin P.Wheeler, PLA Director of Operations Cc: Town of South Windsor Client • G:\jobs\3530 Docs\Applications\Aldi\IWA\IWA Abutter Notice.doc RECEIVED JUL 1 1 2U19 Stormwater Management Report ALDI 190 Buckland Road South Windsor, Connecticut 0OF"CONh �''. P. 32 ;q s;pNAL E �. Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 si July 11, 2019 gn erofessionals Table of Contents Section Page Introduction 3 Pre-Development Site Conditions 3 Post-Development Site Conditions 4 Analysis of Results 5 Onsite Storm Sewer Analysis 5 Buckland Road Storm Sewer Collection System Analysis 5 Buckland Road Storm Sewer Collection System Analysis Results 6 Water Quality 7 Conclusion 7 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map& Data D Storm Sewer Analysis Onsite Analysis Buckland Road Storm Sewer Collection System Analysis E Water Quality Calculations Water Quality Volume Calculation for Parking Areas &Loading Dock Water Quality Flow Calculation for CB-4A & CB-5A Hydrodynamic Separator Sizing F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction The Metro Realty Group, Ltd., is proposing a development at 190 Buckland Road, South Windsor, Connecticut. The property is referenced on the Town of South Windsor Tax Assessors map as Map-Lot 27-8. The proposed development will include the construction of a 19,209+ sf Retail building. Associated site improvements will include but not be limited to new access driveway, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP's. Of the 12.99 acre parcel, approximately 4.64+ acres are proposed to be disturbed for the construction of the retail building and access driveway. This report supersedes the Stormwater Management Report for previously approved Chase Bank Site Plan titled"Stormwater Management Report— Chase Bank — 190,218 &240 Buckland Road-V South Windsor, Connecticut"prepared by Design Professionals,Inc., and dated January 3, 2019, and revised to March 6, 2019. The proposed development will maintain existing peak flow conditions to the existing stormwater sewer system in Buckland Road. For more information, please refer to the plans entitled "Aldi Site Plan — 200 Gateway Boulevard South Windsor, CT"prepared by Design Professionals, Inc., and dated January 11, 2019, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as farmland with woodland areas surrounding the outskirts. Review of the topography from the offsite woodland areas along the north and east property lines, indicated that runoff from this upland area currently drains through the farmlands onsite. Design Professionals, Inc. (DPI) conducted a topographic survey of this area(referenced on the Existing Conditions Drainage Area Map included in Appendix F). The topography of the survey indicated that in the area near the east property line within Existing Watershed E2, man-made wetland irrigation ditches exist. Evaluation of the topography in this area indicate that the wetlands act as a pond with an 18' broad crested weir outlet that discharges within the subject site.These wetland areas were modeled with a spillway to account for the storage that occurs there. The spill over from this area was combined with the remaining drainage area, Existing Watershed E1, to determine the total runoff generated. All runoff from the site will ultimately reach the stormwater sewer system in Buckland Road along the western property boundary and as such, the adjacent catch basin was selected as Design Point#1 for the drainage analysis. To accurately assess the impacts of the proposed development on the existing wetlands and its outlets, the limit of the area draining directly to the wetland/pond was delineated and utilized in the drainage analysis. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types A, B, C, &C/D are located on site. See Appendix C for The NRCS Soil Map&Data. Page 3 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 to Design Point#1 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. Post-Development Site Conditions The subject project proposes the construction of a 19,209±sf Retail building. All runoff generated from the parking and landscaped areas will be collected in an underground storm water catchment system and be conveyed to a proposed water quality basin (Pond P3P). All detained runoff will be treated in the wet pool volume of the basin before discharging to the storm system for Gateway Boulevard. Flows leaving the upland wetland pond in the post-development condition exit through a proposed 30"pipe/riser. This pipe will run along the southern edge of the proposed parking lot and access driveway entrance from Buckland Road to connect into proposed manhole DMH-1 (to be conveyed to the exiting storm drainage system in Buckland Road Design Point#1). The existing overflow from the wetland pond will be rerouted to discharge to the proposed detention pond (Pond P3P). The proposed parking area and driveway access area will be collected by catch basins and discharged to the water quality basin. The outlet control structure for flows discharging from the basin has been sized to match/reduce the existing condition flow rates for the 2-, 10-, 25-, 50- & 100-year storm events. A small area (approximately 1,300 sf) of the proposed access drive pavement will drain toward the wetlands on 240 Buckland Road by way of a paved leak off. The additional flow (0.09,0.15, .018,0.21 and 0.23 cfs for the 2-, 10-, 25-, 50- and 100-year storms respectively) will be offset by the flow being removed from the existing drainage area as a result of the access road pavement. A paved leak-off will collect and discharge this additional flow to a rip-rap swale prior to reaching the existing wetland. Borings on the adjacent site indicate groundwater conditions of 4-6 ft below the existing surface. Since our site is geologically similar, adjacent conditions are assumed to be the same.Therefore, no credit for infiltration was utilized in sizing the detention basin. Model results indicated that the proposed water quality basin (Pond P3P) will allow for 1' of free board for the 100-yr storm around the basin. Underdrains are also proposed in areas were the existing grade will be cut more than I foot. The underdrain system will regulate ground water elevations, should they occur, for any unexpected highwater condition. The grading for the proposed Chase pond were slightly modified to accommodate new proposed roadway grades for Gateway Boulevard. Model results indicate that even with the modifications, the proposed water quality basin (Pond PIP) will allow for F of free board for the 100-yr storm around the basin and in the catch basins within the parking areas. Page 4 See Appendix B for the Post Development Condition HydroCAD report. The Proposed Conditions Drainage Map for the site is located in Appendix F. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS)hydrology methods. The discharge location(Design Point#1) was identified as a point of interest for assessing downstream effects.The following table contains the data generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year DP#1— Existing Pre 11.56 32.03 46.60 58.47 70.69 Catch Basin in Buckland Road at Western Property Post 11.10 3 L04 43.73 50.34 55.25 Boundary 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 2-, 10-, 25- and 100-year design storms. Onsite 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. Hydraflow Storm Sewers computer software was used for analysis.The computations are included as Appendix D. Buckland Road Storm Sewer Collection System Analysis Town as-built maps in combination with invert elevations obtained from our survey department was used to construct the model for the existing storm sewer system in Buckland Road. Observed inverts from the surveyed observations are displayed in the Proposed Conditions drainage area map attached with this report. Review of the topography for the area indicated that the outlet basin was located at the bottom of a sag for over 2,300'of Buckland Road (approximately 1,300' and 1,000' of contributing on grade catchments to the North and South of the outlet respectively). 18 contributing catchbasins were identified to the north of the outlet location, and 15 were identified to the south. Catchment area delineations for all 33 catchbasins was conducted to quantify overland bypass flow and/or underground piped flow contributed to the outfall from each basin. Of the 33 catchment areas evaluated, 13 (CB-N 1 through N 12 and Page 5 CB-S3) contributed directly to our evaluated outlet. Review of the pipe capacity analysis focused on the hydraulic grade line and total flow properties of these 13 storm lines.The other 23 catchment areas were included to account for contributed overland bypass conditions. The computations are included as Appendix D. Buckland Road Storm Sewer Collection System Analysis Results The analysis performed was conducted to determine whether the existing storm pipes in Buckland Road have capacity to accommodate storm flows from the proposed development without causing increases in HGL. Suitable HGL conditions were evaluated based on whether one foot of free board was provided between the observed HGL and TF of the subject catch basin as specified in chapter 11 of the CTDOT Drainage. Results indicated 7 highlighted areas of breached conditions as defined by these standards. These results are summarized below: 1. Existing CB-N5 to Existing CB-N2 (Line 17): 30"RCP Pipe was evaluated to be+1.63 cfs over capacity. HGL in the upstream and downstream sections of the pipe however indicated over one foot of freeboard to the top of frame. 2. Existing CB-N6 to Existing CB-N5 (Line 18): 30" RCP Pipe was evaluated to be+9.85 cfs over capacity. HGL in the upstream and downstream sections of the pipe however indicated over one foot of freeboard to the top of frame. 3. Proposed (onsite)DMH-1 to Existing CB-N7 (Line 20): Proposed 30"HDPE connection to existing catchbasin was determined to have adequate capacity.The HGL however was observed to be 0.43 ft below the top of frame of EX CB-N7. The pipe leaving EX CB-N7 however was observed to have adequate capacity and one foot of freeboard (Line 19). 4. Existing CB-N8 to Existing CB-N7 (Line 26): 15" RCP Pipe was determined to have adequate capacity. Just as in line 20,The HGL was observed to be 0.43 ft below the top of frame of EX CB-N7. The pipe leaving EX CB-N7 however was observed to have adequate capacity and one foot of freeboard (Line 19). 5. Proposed WQU-1 to proposed (onsite) DMH-1 (Line 41): Proposed 15" HDPE was determined to have adequate capacity.The HGL however was observed to be 0.68 ft below the top of frame of Proposed WQU-1. 6. Proposed CB-1 to Proposed (onsite) WQU-1 (Line 42): Proposed 15"HDPE was determined to have adequate capacity. The HGL however was observed to be 0.18 ft and 0.67 ft below the top of frame of Proposed CB-1 and WQU-1 respectively. 7. Proposed CB-2 to Proposed (onsite) CB-1 (Line 43): Proposed 15" HDPE was determined to have adequate capacity. The HGL however was observed to be 0.35 ft and 0.13 ft below the top of frames of proposed CB-2 and CB-1 respectively. Page 6 8. Proposed YD-6 to Proposed (onsite) CB-2 (Line 44): Proposed 15" HDPE was determined to have adequate capacity. The HGL however was observed to be 0.29 ft below the top of frames of both proposed YD-6 and CB-2. 9. Proposed Chase Roof Drain to Proposed (onsite) CB-2 (Line 45): Proposed 12" HDPE was determined to have adequate capacity. The HGL however was observed to be 0.29 ft below the top of frame of proposed C13-2. 10. Proposed CB-6 to Proposed (onsite) CB-5 (Line 44): Proposed 15" HDPE was determined to have adequate capacity. Due to proposed changes to the Chase Pond, the HGL was observed to be 0.76 ft below the top of frame of proposed CB-6. The results indicated no conditions where the HGL is expected to be elevated above the top of frame of any proposed or existing catch basin. 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 provides storage for 74% of this water quality volume which is more that the recommended 10% 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 talcs, and pond, and forebay stage storage reports. ADS Barracuda Stormwater separation devices will be utilized to address water quality from the proposed catchbasin's CB-4A &CB-5A. Based on the determined water quality flow and manufacturer specs for treated peak flow rates, the hydrodynamic separator will be more than adequate to treat the required water quality flow rate. See Appendix E for water quality flow calculations, and ADS Barracuda manufacturer's sizing. 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 and should not pose any detrimental impacts to the environment. Page 7 APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E2 (El Existing Overlan Flow Exi ng Wetlands Pond - Catchment Area 1P isting Wetlands - Pond 6L Existing To DP1 Subcat Reach on Link Routing Diagram for 3530-Drainage-Chase Prepared by Design Professionals Inc. , Printed 1/4/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC 3530 - Drainage - Chase Type ///24-hr 2 yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment El: Existing Wetlands Pond - Catchment Area Runoff = 6.13 cfs @ 12.28 hrs, Volume= 33,320 cf, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area_(sf) CN Description 45,667 82 Row crops, SR + CR, Good, HSG C 88,958 88 Row crops, SR + CR, Good, HSG C/D 66,596 61 >75%Grass cover, Good, HSG B 349,166 55 Woods, Good, HSG B 25,555 70 Woods, Good, HSG C 64,934 74 Woods, Good, HSG C/D 27,623 98 IMPERVIOUS 668,499 66 Weighted Average 640,876 95.87% Pervious Area 27,623 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, Grass Sheet Flow Grass: Short n= 0.150 P2=3.09" 1.3 153 0.0780 1.95 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 3.9 442 0.1440 1.90 Shallow Concentrated Flow,Woods Woodland Kv= 5.0 fps 2.9 990 0.0200 5.62 179.92 Channel Flow, Ditch Area=32.0 sf Perim=44.5' r= 0.72' n=0.030 Earth, grassed &winding 16.6 1,685 Total 3530 - Drainage - Chase Type ///24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 3 Subcatchment Ell: Existing Wetlands Pond - Catchment Area Hydrograph ■Runoff 6.13 cfs 6 Type III 24-hr 2-yr Rainfall=3.11" 5 Runoff Area=668,499 sf Runoff Volume=33,320 cf 4 Runoff Depth=0.60" Flow Length=1,685' LL 3 Tc=16.6 min 2- CN=66 a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase Type ///24-hr 2-yr Rainfall=3. 11" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E2: Existing Overland Flow Runoff = 5.79 cfs @ 12.37 hrs, Volume= 29,887 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area (sf) CN Description 9,887 70 Woods, Good, HSG C 21,818 74 Woods, Good, HSG C/D 2,150 74 >75%Grass cover, Good, HSG C 39,984 82 Row crops, SR + CR, Good, HSG C 162,229 83 Row crops, SR + CR, Good, HSG C/D 19,458 71 Meadow, non-grazed, HSG C 904 98 Impery 256,430 81 Weighted Average 255,526 99.65% Pervious Area 904 0.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 100 0.0400 0.10 Sheet Flow, Woods Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.09" 8.9 887 0.0340 1.66 Shallow Concentrated Flow, Crops Channel Flow Cultivated Straight Rows Kv= 9.0 fps 25.5 987 Total Subcatchment E2: Existing Overland Flow Hydrograph ■Runoff 6- 5..79 ds Type III 24-h r 5 2-yr Rainfall=3.11" Runoff Area=256,430 sf 4= Runoff Volume=29,887 cf Runoff Depth=1.40" 3- Flow Length-987' LL Tc=25.5 min 2- CN=81 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2, 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage- Chase Type M 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 1/4/2019 W droCAD®10.00-20 s/n 09320 ©2017 W droCAD Software Solutions LLC Pa e 5 Summary for Pond 1 P: Existing Wetlands - Pond Inflow Area= 668,499 sf, 4.13% Impervious, Inflow Depth = 0.60" for 2-yr event Inflow = 6.13 cfs @ 12.28 hrs, Volume= 33,320 cf Outflow = 5.77 cfs @ 12.37 hrs, Volume= 30,435 cf, Atten=6%, Lag= 5.1 min Primary = 5.77 cfs @ 12.37 hrs, Volume= 30,435 cf Routing by Dyn-Stor-Ind method,Time Span= 0.00-33.00 hrs, dt=0.03 hrs/3 Peak Elev= 170.26' @ 12.37 hrs Surf.Area= 4,008 sf Storage= 3,825 cf Plug-Flow detention time=63.9 min calculated for 30,435 cf (91%of inflow) Center-of-Mass det. time= 21.4 min ( 925.0-903.7 ) Volume Invert Avail.Stora a Storage Description #1 167.00' 17,482 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic-feet cubic-feet s -ft 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 754.0 9,764 17,482 '46,924 Device Routing Invert Outlet Devices #1 Primary 170.00' 18.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=5.75 cfs @ 12.37 hrs HW=170.26' TW=0.00' (Dynamic Tailwater) L1-Broad-Crested Rectangular Weir (Weir Controls 5.75 cfs @ 1.23 fps) 3530 - Drainage - Chase Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 6 Pond 1 P: Existing Wetlands - Pond Hydrograph ■Inflow 6.13 ds ■Primary Inflow Area=668,499 sf Peak Elev=170.26' 5 Storage=3,825 cf 4- N U 3 O LL 3- 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Link 6L: Existing To DP1 Inflow Area = 924,929 sf, 3.08% Impervious, Inflow Depth = 0.78" for 2-yr event Inflow = 11.56 cfs @ 12.37 hrs, Volume= 60,322 cf Primary = 11.56 cfs @ 12.37 hrs, Volume= 60,322 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Link 6L: Existing To DP1 Hydrograph ■Inflow I1.56 ds ■Primary 12 11.56ds Inflow Area=924,929 sf 10- 9 8. N U 7 o 6- 5- 4- 3 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type 11124-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCAD®10.00-20 s/n 09320 0 2017 HydroCAD Software Solutions LLC Paae 8 Subcatchment E1: Existing Wetlands Pond - Catchment Area Hydrograph 23- 22 ■Runoff 20.67 cls 20- Type III 24-h r 19- 18 10-yr Rainfall=4.91" 16_ Runoff Area=668,499 sf 15 Runoff Volume=92,847 cf 14. 12: Runoff Depth=1.67" 3 ", Flow Length=1,685' 0 LL 10- 6= Tc=16.6 min CN=66 6- 5. 4 3- 2- 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 31 32 33 Time (hours) Subcatchment E2: Existing Overland Flow Hydrograph 13 ■Runoff 12A7 cfs 12 Type III 24-h r 10-yr Rainfall=4.91" 10 Runoff Area=256,430 sf 9 Runoff Volume=62,097 cf w z 7- Runoff Depth=2.91" 3 0 Flow Length=987' LL 6: 5- Tc=25.5 min 4- CN=81 3- 2- 1- 0 0 i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase Type IN 24-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCAD®10 00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 9 Pond 1 P: Existing Wetlands - Pond Hydrograph ■Inflow 23 20.67cis ■Primary 22 21 20.45 cis Inflow Area=668,499 sf 19 Peak Elev=170.57' 18- 17 Storage=5,207 cf 16 15= 14- w 13_ 12- 0 LL 10- 9- 8- 7 6= 5- 4- 3 2= 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 31 32 33 Time (hours) Link 6L: Existing To DP1 Hydrograph ■Inflow 32.03 cis ■Primary 34 32.03cis Inflow Area_924,929 sf 32 30 28 26 24: 22. 20- U 18- LL 16 14" 12. 10- 8 6. 4 r 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type 11124-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 10 Subcatchment Ell: Existing Wetlands Pond - Catchment Area Hydrograph 34- ■Runoff 32 31.46 cis 30- Type III 24-hr 26: 25-yr Rainfall_6.03" 26- Runoff Area=668,499 sf 24- 22 Runoff Volume=137,179 cf H 20 Runoff Depth=2.46" `v v16 3 Flow Length=1,685' 0 16- " 14 Tc=16.6 min 12 CN=66 10= 8- 6- 4 2 OL.................................................. .......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment E2: Existing Overland Flow Hydrograph 18- ■Runoff 17 16.34 ds ,6 Type III 24-hr 15 25-yr Rainfall=6.03" 14- 13 Runoff Area=256,430 sf 12 Runoff Volume=83,577 cf 10- Runoff Depth_3.91" 9- Flow Length=987' u. 8- Tc=25.5 min 5 CN=81 5- 4- 3 2= 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type ///24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 11 Pond 1 P: Existing Wetlands - Pond Hydrograph ■Inflow 34- 31.46ms ■Primary 32- 31.UBcis Inflow Area=668,499 sf 30- Peak Elev_170.75' 28- 26- Storage=6,158 cf 24 22-- 20 .r 1s 0 1s- LL a, 14- 12 i 10- 8- 6 4 2- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Link 6L: Existing To DP1 Hydrograph ■Inflow a6.socrs ■Primary 50 46ADcis Inflow Area=924,929 sf 45 40- 35- y 30. 0 25 LL 20- 15- 10- 5 0- 77 ti PF 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase Type ///24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 12 Subcatchment E1: Existing Wetlands Pond - Catchment Area Hydrograph 44" ■Runoff 42- 40.39 cls 40= Type III 24-hr 38- 36- 50-yr Rainfall=6.90" 32-. Runoff Area=668,499 sf 28: Runoff Volume=174,149 cf 24-: Runoff Depth=3.13" 3 22° Flow Length=1,685' M 20- 18-: Tc=16.6 min 16: ,4 CN=66 12 10- a= 6 4- 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 31 32 33 Time (hours) Subcatchment E2: Existing Overland Flow Hydrograph 21- ■Runoff 19.61 ds ,2 Type III 24-hr 17 50-yr Rainfall=6.90" 16- Runoff Area=256,430 sf 15- 14- Runoff Volume=100,694 cf 13 12- Runoff Depth=4.71" � 11-: Flow Length=987' 10 LL 9. Tc=25.5 min 7: CN=81 6- 5. 4= 3- 2- 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type 111 24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 13 Pond 1 P: Existing Wetlands - Pond Hydrograph ■Inflow 44- 40.39crs ■Primary 42- 39.87cls Inflow Area=668,499 sf 40" 38. Peak Elev=170.88' 36- 3 - 322 Storage=6,962 cf 30' 28- 26- 24 3 22. LL 20 18 16 14 12 10 8 6= 4- 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 31 32 33 Time (hours) Link 6L: Existing To DP1 Hydrograph ■Inflow 65 58.47crs ■Primary 60 W47c1s Inflow Area=924,929 sf 55 50 45 40- N v 35- 0 30- LL 25- 20- 15- 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 14 Subcatchment E1: Existing Wetlands Pond - Catchment Area Hydrograph 55- ■Runoff 49.67 ds 50- Type III 24-hr 45- 100-yr Rainfall=7.77" 40- Runoff Area=668,499 sf 35- Runoff Volume=212,801 cf z 30 Runoff Depth=3.82" Flow Length=1,685' tL 25- Tc=16.6 min 20- CN=66 15- 10 5- 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 A 26 27 A 29 30 91 32 33 Time (hours) Subcatchment E2: Existing Overland Flow Hydrograph 25: ■Runoff 24 22.88 cis 22 Type III 24-hr 20° 100-yr Rainfall=7.77" 18 Runoff Area=256,430 sf 17z16z Runoff Volume=118,077 cf 15- 14: Runoff Depth=5.53" 0 12 Flow Length_987' 10 Tc=25.5 min 8: CN=81 7: 6= 5- 4- 3= 2' 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 31 32 33 Time (hours) 3530 - Drainage - Chase Type 11124-hr 100-yr Rainfall=7.77' Prepared by Design Professionals Inc. Printed 1/4/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 15 Pond 1 P: Existing Wetlands- Pond Hydrograph ■Inflow 55 49.67ds ■Primary 50 49.o,a5 Inflow Area=668,499 sf 45 Peak Elev=171 .01' 40- Storage=7,805 cf 35 N 30- 3 LL 25 20- 15- 10- 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Link 6L: Existing To DP1 Hydrograph ■Inflow ia6s crs ■Primary 0. Inflow Area=924,929 sf 65- 60. 55 50 a 45. 40 LL 35- 30. 25- 20- 15= 10- 5- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P3 P5 Aldi Parking and Areas to Pond Aldi (Roof) 3P P2 ALDI :'OND` P4 Chase Parking Area, ` sting Wetlands Pond Pond, Road Catchment Area 1P ` 2P Chase Pon P6 Exist' g Wetlands(With Overflow Pipe) CONNECTION DRIVE P1 P7 12L Direct to Buckland Rd Chase Building, Front Proposed to DP1 (YD-2,YD-3,&YD-5) Yard, Lower Road, Side Yard Buffer Subcat Reach on Link Routing Diagram for 3530-Drainage-Chase&Aldi Prepared by Design Professionals Inc. , Printed 7/11/2019 HydroCADD 10.00-20 s/n 09320 0 2017 HydroCAD Software Solutions LLC 3530 - Drainage- Chase & Aldi Type ///24-hr 2-yr Rainfall=3. 11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Runoff = 2.85 cfs @ 12.12 hrs, Volume= 9,501 cf, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rai nfall=3.11" Area (ac) CN Description 0.756 98 IMPERVIOUS 0.005 61 >75% Grass cover, Good, HSG B 0.551 74 >75% Grass cover, Good, HSG C 0.114 77 >75% Grass cover, Good, HSG C/D 1.426 87 Weighted Average 0.670 46.98% Pervious Area 0.756 53.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Hydrograph ■Runoff 3- 2.85 cfs Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=1.426 ac 2 Runoff Volume=9,501 cf Runoff Depth=1 .84" LL Tc=8.0 min CN=87 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aid! Type 11124-hr 2-yr RainfaN=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 NydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment P2: Chase Parking Area, Pond, Road Runoff = 2.48 cfs @ 12.09 hrs, Volume= 7,894 cf, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area (ac) CN Description 0.680 98 Impery 0.044 74 >75% Grass cover, Good, HSG C 0.214 77 >75%Grass cover, Good, HSG C/D 0.022 98 (Pond Surface) Impery 0.960 92 Weighted Average 0.258 26.87% Pervious Area 0.702 73.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: Chase Parking Area, Pond, Road Hydrograph ■Runoff 2.48 cfs Type III 24-hr 2-yr Rainfall=3.1 1" 2- Runoff Area=0.960 ac Runoff Volume=7,894 cf Runoff Depth=2.27" Tc=6.0 min U. 1_ CN=92 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 614 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P3: Aldi Parking and Areas to Pond Runoff = 4.67 cfs @ 12.12 hrs, Volume= 15,595 cf, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area (ac) CN Description 0.207 74 >75%Grass cover, Good, HSG C 1.197 77 >75% Grass cover, Good, HSG C/D 0.945 98 IMPERVIOUS 0.324 74 Woods, Good, HSG C/D 2.673 84 Weighted Average 1.728 64.65% Pervious Area 0.945 35.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: Aldi Parking and Areas to Pond Hydrograph 5 ■Runoff 4.67 cis Type III 24-hr 4- 2-yr Rainfall=3.11" Runoff Area=2.673 ac Runoff Volume=15,595 cf 3 Runoff Depth=1.61" LL Tc=8.0 min 2 CN=84 011 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage - Chase & Aid! Type 11124-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 H droCAD®10.00-20 s/n 09320 ©2017 H droCAD Software Solutions LLC Page 5 Summary for Subcatchment P4: Existing Wetlands Pond - Catchment Area Runoff — 4.16 cfs C) 12.31 hrs, Volume= 25,744 cf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area ac CN Description 1.569 61 >75%Grass cover, Good, HSG B 0.493 74 >75%Grass cover, Good, HSG C 1.529 77 >75%Grass cover, Good, HSG C/D 8.016 55 Woods, Good, HSG B 0.835 70 Woods, Good, HSG C 1.708 74 Woods, Good, HSG C/D 0.634 98 IMPERVIOUS 14.784 63 Weighted Average 14.150 95.71% Pervious Area 0.634 4.29% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 8.5 100 0.0300 0.20 Sheet Flow, Grass Sheet Flow Grass: Short n= 0.150 P2=3.09" 1.3 153 0.0780 1.95 Shallow Concentrated Flow,Grass Short Grass Pasture Kv= 7.0 fps 3.9 442 0.1440 1.90 Shallow Concentrated Flow,Woods Woodland Kv= 5.0 fps 2.9 990 0.0200 5.62 179.92 Channel Flow, Ditch Area=32.0 sf Perim= 44.5' r= 0.72' n= 0.030 Earthgrassed &winding 16.6 1,665 Total 3530 - Drainage - Chase & Aid! Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 6 Subcatchment 134: Existing Wetlands Pond - Catchment Area Hydrograph ■Runoff 4.16 efs 4- Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=14.784 ac 3- Runoff Volume=25,744 cf Runoff Depth=0.48" Flow Length_1,685' U. 2- Tc=16.6 min CN=63 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ,8 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage- Chase & Aldi Type ///24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P5: Aldi (Roof) Runoff = 1.87 cfs @ 12.10 hrs, Volume= 6,349 cf, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rai nfall=3.11" Area (ac) CN Description 0.080 74 >75% Grass cover, Good, HSG C 0.604 98 IMPERVIOUS 0.684 95 Weighted Average 0.080 11.70% Pervious Area 0.604 88.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f AO (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P5: Aldi (Roof) Hydrograph ■Runoff 2- 1.87 cfs Type III 24-h r 2-yr Rainfall_3.11" Runoff Area=0.684 ac Runoff Volume=6,349 cf Runoff Depth_2.56" Tc=7.0 min U. CN=95 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD@ 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment P6: CONNECTION DRIVE Runoff = 0.91 cfs @ 12.10 hrs, Volume= 2,954 cf, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area (ac) CN Description 0.082 77 >75%Grass cover, Good, HSG C/D 0.236 98 IMPERVIOUS 0.089 74 Woods, Good, HSG C/D 0.407 89 Weighted Average 0.171 42.01% Pervious Area 0.236 57.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f AO (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P6: CONNECTION DRIVE Hydrograph 1 ■Runoff 0.91 cis Type III 24-h r 2-yr Rainfall=3.1 1" Runoff Area=0.407 ac Runoff Volume=2,954 cf Runoff Depth=2.00" LL Tc=7.0 min CN=89 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage- Chase & Aldi Type ///24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10 00 20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Pape 9 Summary for Subcatchment 1137: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Runoff = 0.71 cfs @ 12.15 hrs, Volume= 2,623 cf, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr Rainfall=3.1 1" Area (ac) CN Description 0.280 74 >75%Grass cover, Good, HSG C 0.383 77 >75% Grass cover, Good, HSG C/D 0.663 76 Weighted Average 0.663 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f AO (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P7: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Hydrograph ■Runoff 0.75 0.71 cls 0.7- Type III 24-hr 0.65 2-yr Rainfall=3.11" 0.6 0.55- Runoff Area=0.663 ac 0.5 Runoff Volume_2,623 cf H 0.457Runoff Depth=1.09" 3 0.4- 0 0.35- Tc=10.0 min 0.3-= CN=76 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 N 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type N 24-hr 2-yr Rainfall=3.f 1" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Pa9e 10 Summary for Pond P1 P: Chase Pond Inflow Area = 59,547 sf, 68.62% Impervious, Inflow Depth = 2.19" for 2-yr event Inflow = 3.38 cfs @ 12.09 hrs, Volume= 10,848 cf Outflow = 1.66 cfs @ 12.25 hrs, Volume= 10,139 cf, Atten=51%, Lag= 9.9 min Primary = 1.66 cfs @ 12.25 hrs, Volume= 10,139 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs/3 Peak Elev= 148.22' @ 12.25 hrs Surf.Area= 2,107 sf Storage= 2,549 cf Plug-Flow detention time= 65.7 min calculated for 10,130 cf (93% of inflow) Center-of-Mass det. time=31.2 min ( 833.9 -802.7 ) Volume Invert Avail.Stora a Storage Description #1 146.00' 12,496 cf Pond(Pyramidal) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 146.00 496 0 0 496 147.00 946 709 709 958 148.00 1,899 1,395 2,104 1,923 149.00 2,920 2,391 4,495 2,962 150.00 3,999 3,445 7,941 4,067 151.00 5,135 4,555 12,496 5,234 Device Routing Invert Outlet Devices _ #1 Primary 146.00' 12.0" Round Culvert L=250.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 146.00'/ 143.50' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Device 1 147.00' 20.0"W x 2.0" H Vert.Orifice/Grate C= 0.600 #3 Device 1 148.10' 20.0"W x 2.0"H Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=1.65 cfs @ 12.25 hrs HW=148.22' TW=0.00' (Dynamic Tailwater) t =Culvert (Passes 1.65 cfs of 3.98 cfs potential flow) "-2=Orifice/Grate (Orifice Controls 1.43 cfs @ 5.13 fps) 3_Orifice/Grate (Orifice Controls 0.23 cfs @ 1.12 fps) 3530 - Drainage - Chase & Aldi Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD8 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 11 Pond P1 P: Chase Pond Hydrograph ■Inflow 3.38 cis ■Primary Inflow Area=59,547 sf 3 Peak Elev=148.22' Storage=2,549 cf Vl � 2 3 1.66 ds O LL 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 31 32 33 Time (hours) 3530- Drainage- Chase & Aldi Type 1/124-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 12 Summary for Pond P2P: Existing Wetlands (With Overflow Pipe) Inflow Area= 643,991 sf, 4.29% Impervious, Inflow Depth = 0.48" for 2-yr event Inflow = 4.16 cfs @ 12.31 hrs, Volume= 25,744 cf Outflow = 4.14 cfs @ 12.33 hrs, Volume= 24,719 cf, Atten= 0%, Lag= 1.3 min Primary = 4.14 cfs @ 12.33 hrs, Volume= 24,719 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs/3 Peak Elev= 169.30'@ 12.33 hrs Surf.Area= 1,317 sf Storage= 1,329 cf Plug-Flow detention time= 30.2 min calculated for 24,719 cf (96%of inflow) Center-of-Mass det. time= 9.7 min ( 927.3- 917.6 ) Volume Invert Avail.Stora a Storage Description #1 167.00' 17,482 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50' 10.0' long x 4.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 165.00' 30.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 165.00'/ 164.04' S=0.0100 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00' 30.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.14 cfs @ 12.33 hrs HW=169.30' TW=0.00' (Dynamic Tailwater) L-2=Culvert (Passes 4.14 cfs of 41.25 cfs potential flow) L3=Orifice/Grate (Weir Controls 4.14 cfs @ 1.78 fps) §econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=167.00' TW=151.00' (Dynamic Tailwater) T--1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3530 - Drainage - Chase & Aid! Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10 00-20 sh 09320 ©2017 HydroCAD Software Solutions LLC Page 13 Pond P2P: Existing Wetlands (With Overflow Pipe) Hydrograph ■Inflow 4.16 cis ❑Outflow Prima 4.14 cls Inflow Area=643,991 sf p Se ondar Y 4.14 cls Peak Elev-169.30' .(I 4 Storage=1,329 cf 3- N V 3 O ILL 2 1-- o.00 cis 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage- Chase & Aldi Type ///24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Pond P3P: ALDI POND Inflow Area = 146,231 sf, 46.14% Impervious, Inflow Depth = 1.80" for 2-yr event Inflow = 6.51 cis @ 12.11 hrs, Volume= 21,944 cf Outflow = 3.38 cfs @ 12.29 hrs, Volume= 21,937 cf, Atten=48%, Lag= 10.9 min Primary = 3.38 cfs @ 12.29 hrs, Volume= 21,937 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs,/3 Starting Elev= 151.00' Surf.Area= 6,004 sf Storage= 5,500 cf Peak Elev= 151.66' @ 12.29 hrs Surf.Area= 6,691 sf Storage=9,706 cf (4,206 cf above start) Plug-Flow detention time= 167.3 min calculated for 16,423 cf (75%of inflow) Center-of-Mass det.time= 28.4 min ( 846.7- 818.3 ) Volume Invert Avail.Storage Storage Description _ #1 150.00' 38,288 cf Pond (Pyramidal) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sg-ft) (cubic-feet) (cubic-feet) (scl-ft) 150.00 5,010 0 0 5,010 151.00 6,004 5,500 5,500 6,047 152.00 7,054 6,522 12,021 7,146 153.00 8,161 7,601 19,622 8,306 154.00 9,325 8,737 28,359 9,529 155.00 10,545 9,929 38,288 10,812 Device Routing Invert Outlet Devices #1 Primary 150.00' 18.0" Round Culvert L=300.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 150.00'/ 147.36' S= 0.0088'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00' 36.0"W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 151.75' 36.0"W x 9.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.37 cfs @ 12.29 hrs HW=151.66' TW=0.00' (Dynamic Tailwater) L�2=Orlfice/Grate Culvert (Passes 3.37 cfs of 8.13 cfs potential flow) (Orifice Controls 3.37 cis @ 3.37 fps) 3_Orifice/Grate ( Controls 0.00 cfs) 3530- Drainage- Chase & Aldi Type 111 24-hr 2-yr Rainfall=3.11" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 15 Pond P3P: ALDI POND Hydrograph ■Inflow s.sf cfs ■Primary Inflow Area=146,231 Sf 6- Peak Elev=151 .66' Storage=9,706 cf 5 y 4 u 3.38 cfs O u 3 2- 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 25 267 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 111 24-hr 2-yr Rainfall=3.i 1" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 0 2017 HydroCAD Software Solutions LLC Pape 16 Summary for Link 12L: Proposed to DPI Inflow Area = 940,765 sf, 17.95% Impervious, Inflow Depth = 0.88" for 2-yr event Inflow = 11.10 cfs @ 12.28 hrs, Volume= 68,919 cf Primary = 11.10 cfs @ 12.28 hrs, Volume= 68,919 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs Link 12L: Proposed to DPI Hydrograph ■Inflow 12- u.locs ■Primary 11-" °C15 Inflow Area=940,765 sf 10- 9 8- w 7- V 3 6 O LL 5- 4. : r 3- 2- 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 10-yr RainfaN=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10 00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 17 Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Hydrograph ■Runoii 5.32 cfs Type III 24-hr 5 10-yr Rainfall=4.91" Runoff Area=1.426 ac 4 Runoff Volume=18,027 cf Runoff Depth=3.48" 3 3- Tc=8.0 min LL CN=87 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 31 32 33 Time (hours) Subcatchment P2: Chase Parking Area, Pond, Road Hydrograph ■Runoif 4.25 cfs Type III 24-hr 4- 1 0-yr Rainfall=4.91" Runoff Area=0.960 ac 3- Runoff Volume=13,944 cf Runoff Depth=4.00" 0 Tc=6.0 min LL. 2 CN=92 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type Ill 24-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 18 Subcatchment P3: Aldi Parking and Areas to Pond Hydrograph 10- ■Runoff 922 cfs 9 Type III 24-hr 8- 10-yr Rainfall=4.91" 7 Runoff Area_2.673 ac Runoff Volume=30,935 cf 6. Runoff Depth=3.19" 5. Tc=8.0 min LL 4- CN=84 3- 2 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 31 32 33 Time (hours) Subcatchment P4: Existing Wetlands Pond - Catchment Area Hydrograph 18- ■Runoff 16.82 cls 17 Type III 24-hr 15- 10-yr Rainfall=4.91" 14 13- - Runoff Area=14.784 ac 12= Runoff Volume=77,933 cf 10 Runoff Depth=1.45" 0 9 Flow Length=1,685' U. 8- 7- Tc=16.6 min 6: CN=63 5- 4: 3 2- 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 19 Subcatchment P5: Aldi (Roof) Hydrograph ■Runoff 3.07 cls 3_ Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=0.684 ac Runoff Volume=10,752 cf 2- Runoff Depth=4.33" 3 Tc=7.0 min 0 LL CN=95 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment P6: CONNECTION DRIVE Hydrograph ■Runoff 1.64 cls Type III 24-h r 10-yr Rainfall=4.91" Runoff Area=0.407 ac Runoff Volume=5,445 cf Runoff Depth=3.69" Tc=7.0 min CN=89 0 0 1 2 3 4 5 6 7 8 9 10 11 7 13 14 7 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 11124-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 20 Subcatchment P7: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Hydrograph ■Runoff 1 66 cts Type III 24-h r 10-yr Rainfall=4.91" Runoff Area=0.663 ac Runoff Volume=5,924 cf Runoff Depth_2.46" Tc=10.0 min CN=76 0 1 2 3 4 5 6 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Pond P1 P: Chase Pond Hydrograph ■ nflow I 5.89 cfs ■Primary Inflow Area=59,547 sf Peak Elev=148.87' 5 Storage=4,118 cf 4- N V C 3_ 2.89 cfs LL 2 1 0 44. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 11124-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 21 Pond P2P: Existing Wetlands (With Overflow Pipe) Hydrograph ■Inflow 16.82 cis - ❑Outflow 76.69 cis 0 Prima Inflow Area=643,991 sf 0Se ondar Y 1sss cis ;;_ Peak Elev-169.75' 16 Storage=2,174 cf 15- 14- 13 12" ^y 11- 10- 0 9 ILL 8 7 6- 5 4- 3-- 2 o.00 cis 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 A",12MEM" Time (hours) Pond P3P: ALDI POND Hydrograph ■Inflow Q.24cis ■Primary 13- Inflow Area=146,231 sf 12- Peak Elev_152.16' 10- Storage=13,138 cf 9 N 8 7.28cis U 7 3 O u. 6 5- 4,- 3 2- 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 111 24-hr 10-yr Rainfall=4.91" Prepared by Design Professionals Inc. Printed 7/11/2019 Hyd_roCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 22 Link 12L: Proposed to DPI Hydrograph ■Inflow 34 31.04 cis ■Primary 32- 31A3Ch Inflow Area=940,765 sf 30- 28= 26 24 22 ^y 20- 18 0 16 I � - r 14-. 12- 10 8. 6 4 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 31 32 33 Time (hours) 3530 - Drainage- Chase & Aidi Type/1/24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 23 Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Hydrograph ■Runoff 6.8 76 cfs Type III 24-hr 6- 25-yr Rainfall=6.03" Runoff Area=1.426 ac 5- Runoff Volume=23,531 cf Runoff Depth=4.55" 4 Tc=8.0 min U. 3- CN=87 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 31 32 33 Time (hours) Subcatchment P2: Chase Parking Area, Pond, Road Hydrograph ■Runoff 5.35 cfs Type III 24-hr 5 25-yr Rainfall=6.03" Runoff Area=0.960 ac 4-Runoff Volume=17,769 cf Runoff Depth=5.10" 0 3 Tc=6.0 min U. CN=92 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 24 Subcatchment P3: Aldi Parking and Areas to Pond Hydrograph 13. ■Runoff 12.11 cfs 12- Type III 24-hr 25-yr Rainfall=6.03" '° Runoff Area_2.673 ac 9-Runoff Volume=40,991 cf Runoff Depth=4.22" 3 o Tc=8.0 min _ LL 6_ 5- CN=84 4- 3- 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 7777, 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment P4: Existing Wetlands Pond - Catchment Area Hydrograph 28- ■Runoff 26.59 cls 26- Type III 24-h r 24- 25-yr Rainfall=6.03" 22-: Runoff Area=14.784 ac 20 Runoff Volume=117,927 cf 18- 16 Runoff Depth=2.20" 0 14_ Flow Length=1,685' " 12: Tc=16.6 min 10 CN=63 8- 6 4 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 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type ///24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 25 Subcatchment P5: Aid! (Roof) Hydrograph ■Runoff 4 3.81 cis Type III 24-hr 25-yr Rainfall=6.03" 3_ Runoff Area=0.684 ac Runoff Volume=13,510 cf Runoff Depth=5.44" 2- Tc=7.0 min U. CN=95 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment 136: CONNECTION DRIVE Hydrograph ■Runoff 2.10 cis 2 Type III 24-h r 25-yr Rainfall=6.03" Runoff Area=0.407 ac Runoff Volume=7,039 cf Runoff Depth=4.76" ,- Tc=7.0 min u. CN=89 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 26 Subcatchment P7: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Hydrograph ■Runoff 2.30 cis Type III 24-h r 2 25-yr Rainfall_6.03" Runoff Area=0.663 ac Runoff Volume=8,197 cf Runoff Depth=3.41 " U. Tc=10.0 min ' CN=76 0 0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 A 29 30 31 32 33 Time (hours) Pond P1 P: Chase Pond Hydrograph FM-1 n—fI.—,, 8- 7.43cis ■Primary Inflow Area=59,547 sf 7—Peak Elev=149.26' Storage=5,293 cf 5- N U 3 4 0 LL 3.36 cls 3- 2 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 31 32 33 Time (hours) 3530 - Drainage- Chase & Aldi Type 11124-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD@ 10 00 20 s/n 09320 02017 HydroCAD Software Solutions LLC Paae 27 Pond P2P: Existing Wetlands (With Overflow Pipe) Hydrograph ■Inflow 26.59 cis ❑Outflow Prima Inflow Area=643,991 sf MSe ondary 25.21 cis 28_ 25.21c15 Peak Elev=170.14' 26 Storage_3,361 cf 24- / 22: 20 18 w 16 0 14 u 12 to- 8-, 6 4 0.00 cis 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Pond P3P: ALDI POND Hydrograph ■Inflow 15.67 crs ■Primary 17- Inflow Area=146,231 sf 16 15- Peak EIev=152.40' 14- 13- Storage=14,907 cf 12- 11- 10.09 cis a 10- .r 9 3 iLL 8 7. 6- 5. 4.- 3- 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 25-yr Rainfall=6.03" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 28 Link 12L: Proposed to DP1 Hydrograph 48 ■Inflow 43.7a cis ■Primary 46- 730`5 44' Inflow Area=940,765 sf 42- 40= 38- 36_ 34-. 32 30' a 28 26 24, LL 22 20_ 18- 16 14- 12 10 8. 6` 4 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 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type ///24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00 20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 29 Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Hydrograph 9 ■Runoff 8.06 cis 8 Type III 24-hr 50-yr Rainfall=6.90rr Runoff Area=1.426 ac 6- Runoff Volume=27,863 cf H 5 Runoff Depth=5.38rr Tc=8.0 min " 4 CN=87 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 7 7 722 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment P2: Chase Parking Area, Pond, Road Hydrograph ■Runoff 6.19 cis 6 Type III 24-h r 50-yr Rainfall=6.90" 5 Runoff Area=0.960 ac Runoff Volume=20,756 cf w 4- Runoff Depth=5.96rr Tc=6.0 min M 3- CN=92 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 30 Subcatchment P3: Aldi Parking and Areas to Pond Hydrograph 16. ■Runoff 15 14.36 cis 14= Type III 24-h r 13 50-yr Rainfall=6.90" 12= Runoff Area=2.673 ac 11 10 Runoff Volume=48,951 cf 9: Runoff Depth=5.04" 3 8 0 Tc_8.0 min 11 7- 6-. CN=84 5- 4- 3: 2 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 31 32 33 Time (hours) Subcatchment P4: Existing Wetlands Pond - Catchment Area Hydrograph 38 ■Runoff 36-. 34.80 ds 34- Type III 24-hr 3o: 50-yr Rainfall=6.90" 28- Runoff Area=14.784 ac 26 24 Runoff Volume=151,674 cf : w t 22=_ Runoff Depth=2.83" 18 Flow Length=1,685' LL 16- Tc=16.6 min 14 12, CN=63 10-- 6- 4 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 11124-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10 00 20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Paae 31 Subcatchment P5: Aldi (Roof) Hydrograph ■Runoff 4.39 cfs Type III 24-hr 4 50-yr Rainfall=6.90" Runoff Area=0.684 ac Runoff Volume=15,658 cf y 3 Runoff Depth=6.31" Tc=7.0 min U. 2 CN=95 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment P6: CONNECTION DRIVE Hydrograph ■Runoff 2.45 cls Type III 24-h r 50-yr Rainfall_6.90" 2- Runoff Area=0.407 ac Runoff Volume=8,289 cf Runoff Depth=5.61" Tc=7.0 min LL CN=89 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type 11124-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 32 Subcatchment P7: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Hydrograph 3_ ■Runoff 2.8 as Type III 24-h r 50-yr Rainfall=6.90" Runoff Area=0.663 ac 2 Runoff Volume=10,032 cf Runoff Depth=4.17" LL Tc=10.0 min CN=76 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Pond PIP: Chase Pond Hydrograph ■Inflow 8.6z cfs ■Primary 9- Inflow Area=59,547 sf 8- Peak Elev=149.55' Storage_6,273 cf 6- 5- U. 4- 3.67 ds 3- 2 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 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type ///24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAM 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 33 Pond P2P: Existing Wetlands (With Overflow Pipe) Hydrograph ■Inflow 34.80 cis El Outflow N Primary Inflow Area=643,991 sf [ASecondary 38= 31.99 cis � 36= Peak EIev=170.66 3 - 3U. 32_ 46cis Storage=5,695 cf - 30 28 26- 24- y 22 V " 20 0 18- 16: 14= 12- 10- a 6 4 1.53 cis 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 31 3233 Time (hours) Pond P3P: ALDI POND Hydrograph ■Inflow 18.68 cis ■Primary 19- Inflow Area_146,231 sf ;;- Peak EIev=152.66' 1 15 Storage=16,892 cf - 14. 13- a 12 1 1 10.46 cis 0 10 LL 9' 8- 7 6 5 4- 3= 2- 1: 0= 0 1 2 3 4 5 6 7 8 9 10 I'll12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 50-yr Rainfall=6.90" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 34 Link 12L: Proposed to DP1 Hydrograph ■Inflow 55r- 40- 50.34 cis ■Primary 50 50.34cfs Inflow Area=940,765 sf 45 35- N 30- 3 LL 25. 20 15- 10- 5- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type 111 24-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00 20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 35 Subcatchment P1: Chase Building, Front Yard, Lower Road, Side Yard Buffer Hydrograph ■Runofi 10 9.25 cls 9 Type III 24-hr 8- 100-yr Rainfall=7.77" Runoff Area=1.426 ac Runoff Volume=32,228 cf 6. Runoff Depth=6.23" 0 5 Tc=8.0 min U. 4 CN=87 3 2 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 31 32 33 Time (hours) Subcatchment P2: Chase Parking Area, Pond, Road Hydrograph ■Runoff 7.03 cfs 7- Type III 24-h r 100-yr Rainfall=7.77" Runoff Area=0.960 ac 5 Runoff Volume=23,752 cf Runoff Depth=6.82" 3 4- Tc=6.0 min U.0 3- CN=92 2 1- 0 0 1 2 3 4 5 6 7 8 9 10 11 7 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD@ 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 36 Subcatchment P3: Aldi Parking and Areas to Pond Hydrograph 18- ■Runoff 7 16.61 cfs Type III 24-hr 14 1 - 100-yr Rainfall=7.77" - 13 Runoff Area=2.673 ac 12 Runoff Volume=57,002 cf 10- Runoff Depth=5.87" 0 9 Tc=8.0 min IL 8- 7- CN=84 6= 5: 4- 3: 2' 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 31 32 33 Time (hours) Subcatchment P4: Existing Wetlands Pond - Catchment Area Hydrograph 48 46= ■Runoff 43.39 cfs 44 Type III 24-hr 42 40= 38' 100-yr Rainfall_7.77" 3 Runoff Area=14.784 ac 34= 3o Runoff Volume=187,227 cf 26 Runoff Depth=3.49" 3 24 Flow Length_1,685' LL 22 20-= Tc=16.6 min 18- 16- CN=63 14: 12- 10- 8- 6" 4. 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 31 32 33 Time (hours) 3530- Drainage - Chase & Aldi Type ///24-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10 00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 37 Subcatchment P5: Aldi (Roof) Hydrograph ■Runoif 4.96 cfs 5- Type III 24-h r 100-yr Rainfall=7.77" 4 Runoff Area=0.684 ac Runoff Volume=17,808 cf 3 Runoff Depth=7.17" Tc=7.0 min LL CN=95 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1,777718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Subcatchment P6: CONNECTION DRIVE Hydrograph ■Runoff 3- 2.80 cfs Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=0.407 ac 2 Runoff Volume=9,546 cf Runoff Depth=6.46" Tc=7.0 min LL CN=89 0 0 1 2 3 4 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 38 Subcatchment P7: Direct to Buckland Rd (YD-2, YD-3 ,& YD-5) Hydrograph ■Runoff 3.33 cis Type III 24-hr 3- 100-yr Rainfall=7.77" Runoff Area=0.663 ac Runoff Volume=11,911 cf 2- Runoff Depth=4.95" Tc=10.0 min LL CN=76 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Pond P1 P: Chase Pond Hydrograph ■Inflow 9.81 cis ■Primary Inflow Area=59,547 sf 9- Peak Elev_149.84' Storage=7,314 cf 7- 6 3 0 5- LL 3.94 cis 4- 3- 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type ///24-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD® 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 39 Pond P2P: Existing Wetlands (With Overflow Pipe) Hydrograph ■Inflow 43.39 cis ❑Outflow Inflow Area=643,991 sf Prima ondar 40.97 CIS y 45 Peak Elev=170.95' 40_ Storage-7,424 cf 33.05 crs 35- 30- N 25 3 o i LL 20- 15- 10 7.92 crs 5- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) Pond P3P: ALDI POND Hydrograph ■Inflow 24- 21.4s crs ■Primary 22- Inflow Area=146,231 sf 20 Peak EIev-153.38' 19= '$- Storage=22,785 cf 17' 16- 15= w 14 13- 12 11.40 crs o 11 LL 10 9 8 T 6- 5. 4. 3. 2 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 31 32 33 Time (hours) 3530 - Drainage - Chase & Aldi Type Ill 24-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD@ 10.00-20 s/n 09320 02017 HydroCAD Software Solutions LLC Page 40 Link 12L: Proposed to DP1 Hydrograph ■Inflow 60- 155.25cf5 ■Primary 55.25efe 55 Inflow Area=940,765 sf 50 45 40 } 35- 0 30- o LL � 25- p i 20- a 15 10- . . . 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 3530 - Drainage- Chase & Aid! Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC - Page 41 Summary for Pond P1 P: Chase Pond Inflow Area = 59,547 sf, 68.62% Impervious, Inflow Depth = 6.71" for 100-yr event Inflow = 9.81 cfs @ 12.09 hrs, Volume= 33,298 cf Outflow = 3.94 cfs @ 12.31 hrs, Volume= 32,589 cf, Atten= 60%, Lag= 13.3 min Primary = 3.94 cfs @ 12.31 hrs, Volume= 32,589 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-33.00 hrs, dt= 0.03 hrs/3 Peak Elev= 149.84'@ 12.31 hrs Surf.Area= 3,814 sf Storage= 7,314 cf Plug-Flow detention time=39.5 min calculated for 32,589 cf (98%of inflow) Center-of-Mass det. time= 26.0 min ( 799.1 - 773.0 ) Volume Invert Avail.Storage Storage Description _ #1 146.00' 12,496 cf Pond(Pyramidal) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 146.00 496 0 0 496 147.00 946 709 709 958 148.00 1,899 1,395 2,104 1,923 149.00 2,920 2,391 4,495 2,962 150.00 3,999 3,445 7,941 4,067 151.00 5,135 4,555 12,496 5,234 Device Routing Invert Outlet Devices #1 Primary 146.00' 12.0" Round Culvert L= 250.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 146.00'/ 143.50' S= 0.0100'/' Cc= 0.900 n=0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 147.00' 20.0"W x 2.0"H Vert. Orifice/Grate C= 0.600 #3 Device 1 148.10' 20.0"W x 2.0"H Vert. Orifice/Grate C= 0.600 Primary Outflow Max=3.94 cfs @ 12.31 hrs HW=149.84' TW=0.00' (Dynamic Tailwater) Lt2=Orifice/Grate Culvert (Passes 3.94 cfs of 4.76 cfs potential flow) (Orifice Controls 2.22 cfs @ 7.99 fps) 3_Orifice/Grate (Orifice Controls 1.72 cfs @ 6.19 fps) 3530 - Drainage - Chase & Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 42 Summary for Pond P2P: Existing Wetlands (With Overflow Pipe) Inflow Area= 643,991 sf, 4.29% Impervious, Inflow Depth = 3.49" for 100-yr event Inflow = 43.39 cfs @ 12.24 hrs, Volume= 187,227 cf Outflow = 40.97 cfs @ 12.30 hrs, Volume= 186,202 cf, Atten= 6%, Lag= 3.6 min Primary = 33.05 cfs @ 12.30 hrs, Volume= 180,802 cf Secondary= 7.92 cfs @ 12.30 hrs, Volume= 5,400 cf Routing by Dyn-Stor-Ind method, Time Span=0.00-33.00 hrs, dt= 0.03 hrs/3 Peak Elev= 170.95' @ 12.30 hrs Surf.Area= 6,434 sf Storage= 7,424 cf Plug-Flow detention time= 6.4 min calculated for 186,202 cf (99%of inflow) Center-of-Mass det. time=3.0 min (853.9 - 850.9 ) Volume Invert Avail.Storage Storage Description #1 167.00' 17,482 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50' 10.0' long x 4.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 165.00' 30.0" Round Culvert L=96.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 165.00'/ 164.04' S= 0.0100 '/' Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00' 30.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=33.03 cfs @ 12.30 hrs HW=170.95' TW=0.00' (Dynamic Tailwater) L 2=Culvert (Passes 33.03 cfs of 51.26 cfs potential flow) t--3=Orifice/Grate (Orifice Controls 33.03 cfs @ 6.73 fps) Secondary OutFlow Max=7.87 cfs @ 12.30 hrs HW=170.95' TW=153.19' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 7.87 cfs @ 1.74 fps) 3530 - Drainage- Chase & Aldi Type ///24-hr 100 yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCADO 10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Page 43 Summary for Pond P3P: ALDI POND Inflow Area= 146,231 sf, 46.14% Impervious, Inflow Depth = 6.58" for 100-yr event Inflow = 21.49 cfs @ 12.11 hrs, Volume= 80,210 cf Outflow = 11.40 cfs @ 12.41 hrs, Volume= 80,203 cf, Atten=47%, Lag= 18.1 min Primary - 11.40 cfs @ 12.41 hrs, Volume= 80,203 cf Routing by Dyn-Stor-Ind method, Time Span=0.00-33.00 hrs, dt=0.03 hrs/3 Starting Elev= 151.00' Surf.Area= 6,004 sf Storage= 5,500 cf Peak Elev= 153.38' @ 12.41 hrs Surf.Area= 8,591 sf Storage= 22,785 cf (17,286 cf above start) Plug-Flow detention time= 80.9 min calculated for 74,704 cf(93% of inflow) Center-of-Mass det. time= 23.0 min ( 806.9 - 783.8) Volume Invert Avail.Storage Storage Description #1 150.00' 38,288 cf Pond (Pyramidal) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 150.00 5,010 0 0 5,010 151.00 6,004 5,500 5,500 6,047 152.00 7,054 6,522 12,021 7,146 153.00 8,161 7,601 19,622 8,306 154.00 9,325 8,737 28,359 9,529 155.00 10,545 9,929 38,288 10,812 Device Routinq Invert Outlet Devices #1 Primary 150.00' 18.0" Round Culvert L= 300.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 150.00'/ 147.36' S= 0.0088'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00' 36.0"W x 4.0" H Vert.Orifice/Grate C= 0.600 #3 Device 1 151.75' 36.0"W x 9.0" H Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=11.40 cfs @ 12.41 hrs HW=153.37' TW=0.00' (Dynamic Tailwater) t- Culvert (Barrel Controls 11.40 cfs, @ 6.45 fps) 2_Orifice/Grate (Passes <7.15 cfs potential flow) 3_Orifice/Grate (Passes < 12.07 cfs potential flow) APPENDIX C NRCS Soil Map & Data USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture ajoint effort of the United Report for States Department of NRCS Agriculture and other State of Federal agencies, State Natural agencies including the Resources Agricultural Experiment Connecticut Conservation Stations, and local Service participants x' F .1 - d Y .r I > � VW December 26, 2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http:Nwww.nres.usda.gov/wps/ portal/nres/main/soils/health!)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offlces.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist(http:/Avww.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations,and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600(voice and TDD). To file a complaint of discrimination,write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call(800)795-3272 (voice)or(202)720-6382(TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 State of Connecticut........................................................................................14 12—Raypol silt loam................................................................................... 14 536—Wapping very fine sandy loam, 3 to 8 percent slopes.......................15 66B—Narragansett silt loam, 2 to 8 percent slopes....................................17 66C—Narragansett silt loam, 8 to 15 percent slopes..................................19 67B—Narragansett silt loam, 3 to 8 percent slopes, very stony..................21 67C—Narragansett silt foam, 8 to 15 percent slopes, very stony............... 23 68D—Narragansett silt loam, 15 to 25 percent slopes, extremely stony.....24 702A—Tisbury silt loam, 0 to 3 percent slopes...........................................26 7026—Tisbury silt loam, 3 to 8 percent slopes...........................................28 704A—Enfield silt loam, 0 to 3 percent slopes............................................30 704B—Enfield silt loam, 3 to 8 percent slopes............................................31 References............................................................................................................34 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas(MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate,water resources, soils, biological resources, and land uses(USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color,texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits, The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile.After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit.Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 It „ 1ta1 ItHI 1t•11 It.11 Ital IL 11 ' 1 Cea�ar•�ye�:,�J '' � qr vi a � 7028 k s f}4 i/l��'� GGB � �t t, 41 vv 68D 1� r 12 Y ' G7B '702.� —Iffl t rs'6� 53B'' 67C: t 104B. b r• Y ? Y �o' '. CI.!7w.t>F•� It 1, It.11 Ittll It-,1 It.11 It:11 It 11 It.11 1 1 11 11 11 1 1 11 11 :11 /1 , I: -, r I 11• , II. 1 Custom Soil Resource Report 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) r. Stony Spot 1:12,000. Soils f Very Stony Spot 0 Soil Map Unit Polygons ° ' Warning:Soil Map may not be valid at this scale. Wet Spot r.yr Soil Map Unit Lines ^� Other Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Points — misunderstanding of the detail of mapping and accuracy of soil Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Borrow Pit Streams and Canals Transportation Please rely on the bar scale on each map sheet for map X Clay Spot 4-4-4Rails measurements. Closed Depression rti Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service ,.�,. US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) G� Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. r� Miscellaneous Water This product is generated from the USDA-NRCS certified data as {) Perennial Water of the version date(s)listed below. %r Rock Outcrop Soil Survey Area: State of Connecticut + Saline Spot Survey Area Data: Version 18,Dec 6,2018 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Aug 27,2016—Oct %. Slide or Slip 30,2017 �* Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 112 Raypol silt loam 24.7 38.0% 153E Wapping very fine sandy loam, 4.5 6.9% 3 to 8 percent slopes 6613 Narragansett silt loam,2 to 8 6.8 10.5% j percent slopes 66C Narragansett silt loam,8 to 15 5•0 7.7% percent slopes 67B Narragansett silt loam,3 to 8 1.5 2 3%, percent slopes,very stony 1 67C Narragansett silt loam,8 to 15 1.91 3.0% percent slopes,very stony 68D Narragansett silt loam,15 to 25 f 3.2 ° 5.0/o percent slopes,extremely stony 702A Tisbury silt loam,0 to 3 percent 14.2 21.8% slopes 702g Tisbury silt loam,3 to 8 percent 3.0, 4.6% slopes 704A Enfield silt loam,0 to 3 percent 0.0 0.0% slopes 704E Enfield silt loam,3 to 8 percent 0.1 0.1% slopes Totals for Area of Interest 65.0 100.0% _ Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions, along with the maps,can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena,and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called 11 Custom Soil Resource Report noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can 12 Custom Soil Resource Report be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report State of Connecticut 12—Raypol silt loam Map Unit Setting National map unit symbol: 91jx Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Raypol and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Raypol Setting Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Parent material. Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Ap-0 to 8 inches: silt loam Bg1-8 to 12 inches: very fine sandy loam Bg2- 12 to 20 inches: silt loam Bw1-20 to 26 inches: silt loam Bw2-26 to 29 inches: very fine sandy loam 2C1-29 to 52 inches: stratified very gravelly coarse sand to loamy fine sand 2C2-52 to 65 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high(0.57 to 1.98 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate(about 7.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D Hydric soil rating: Yes 14 Custom Soil Resource Report Minor Components Haven Percent of map unit: 5 percent Landform: Outwash plains, terraces Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Enfield Percent of map unit: 5 percent Landform: Terraces, outwash plains Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Ninigret Percent of map unit: 3 percent Landform: Outwash plains, terraces Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Ttsbury Percent of map unit: 2 percent Landform: Outwash plains, terraces Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Walpole Percent of map unit: 2 percent Landform: Depressions on terraces,drainageways on terraces Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Scarboro Percent of map unit: 2 percent Landform: Depressions, drainageways,terraces Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Unnamed, loamy substratum Percent of map unit: 1 percent 5313—Wapping very fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 91p7 15 Custom Soil Resource Report Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap-0 to 11 inches: very fine sandy loam Bw1- 11 to 16 inches: very fine sandy loam Bw2- 16 to 20 inches: very fine sandy loam 2C1-20 to 28 inches: gravelly sandy loam 2C2-28 to 36 inches: gravelly loamy sand 2C3-36 to 80 inches: gravelly loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Narragansett Percent of map unit: 5 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 5 percent 16 Custom Soil Resource Report Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Wilbraham Percent of map unit: 3 percent Landform: Depressions,drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Menlo Percent of map unit: 3 percent Landform: Depressions,drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Watchaug Percent of map unit: 2 percent Landform: Hills,tilt plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Ludlow Percent of map unit: 2 percent Landform: Drumlins, hills Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lg3 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. 17 Custom Soil Resource Report Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap-0 to 6 inches: silt loam Bw1- 6 to 15 inches: silt loam Bw2- 15 to 24 inches: silt loam Bw3-24 to 28 inches: gravelly silt loam 2C-28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high(0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate(about 6.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills,till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Chariton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit. 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 18 Custom Soil Resource Report Unnamed, red parent material Percent of map unit. 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit. 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 66C—Narragansett silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9lg4 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap- 0 to 6 inches: silt loam 19 Custom Soil Resource Report Bw1- 6 to 15 inches: silt loam Bw2- 15 to 24 inches: silt loam Bw3-24 to 28 inches: gravelly silt loam 2C-28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Canton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Charlton Percent of map unit: 3 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Wapping Percent of map unit: 3 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear 20 Custom Soil Resource Report Hydric soil rating: No Leicester Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 67B—Narragansett silt loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol. 91g5 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap-0 to 6 inches: silt loam Bwl - 6 to 15 inches: silt loam Bw2- 15 to 24 inches: silt loam Bw3- 24 to 28 inches: gravelly silt loam 2C-28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None 21 Custom Soil Resource Report Available water storage in profile: Moderate(about 6.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonin'igated): 6s Hydrologic Soil Group: B Hydric soil rating: No Minor Components Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills,till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Leicester Percent of map unit. 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 22 Custom Soil Resource Report 67C—Narragansett silt loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 9lg6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period. 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap-0 to 6 inches: silt loam Bw1- 6 to 15 inches: silt loam Bw2- 15 to 24 inches: silt loam Bw3-24 to 28 inches: gravelly silt loam 2C-28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 8 to 15 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Hydric soil rating: No 23 Custom Soil Resource Report Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Canton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Charlton Percent of map unit: 3 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Wapping Percent of map unit: 3 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 68D—Narragansett silt loam, 15 to 25 percent slopes, extremely stony Map Unit Setting National map unit symbol. 9lg8 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F 24 Custom Soil Resource Report Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap-0 to 6 inches: silt loam Bwl -6 to 15 inches: silt loam Bw2- 15 to 24 inches: silt loam Bw3-24 to 28 inches: gravelly silt loam 2C-28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 15 to 25 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonin'igated): 7s Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills,till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Chariton Percent of map unit. 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear 25 Custom Soil Resource Report Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed,red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills,till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 702A—Tisbury silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07g Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Tisbury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 26 Custom Soil Resource Report Description of Tisbury Setting Landform: Valley trains,outwash plains, deltas, outwash terraces Landform position(three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Parent material. Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap-0 to 8 inches: silt loam Bw1-8 to 18 inches: silt loam Bw2- 18 to 26 inches: silt loam 2C-26 to 65 inches: extremely gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline(0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Merrimac Percent of map unit. 5 percent Landform: Kames, eskers, moraines, outwash terraces, outwash plains Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest, side slope,tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Karnes, moraines,outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No 27 Custom Soil Resource Report Ninigret Percent of map unit: 3 percent Landform: Outwash terraces, kames, moraines, outwash plains, kame terraces Landform position(two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope, tread Down-slope shape: Linear, convex Across-slope shape: Concave, convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 7028—Tisbury silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07h Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period., 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition 7isbury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tisbury Setting Landform: Deltas, valley trains, outwash plains, outwash terraces Landform position(three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap- 0 to 8 inches: silt loam Bwl -8 to 18 inches: silt loam Bw2- 18 to 26 inches: silt loam 2C-26 to 65 inches: extremely gravelly sand Properties and qualities Slope: 3 to 8 percent 28 Custom Soil Resource Report Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural drainage class: Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline(0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Merrimac Percent of map unit. 5 percent Landform: Outwash plains, kames, eskers, moraines, outwash terraces Landform position(two-dimensional): Backslope, footslope, shoulder, summit, toeslope Landform position(three-dimensional): Side slope, crest, head slope, nose slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Karnes, moraines, outwash terraces, outwash plains, kame terraces Landform position(two-dimensional): Backslope, shoulder, footslope, summit, toeslope Landform position(three-dimensional): Side slope, crest, head slope, nose slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Ninigret Percent of map unit: 3 percent Landform: Moraines, outwash terraces, kames, outwash plains, kame terraces Landform position (two-dimensional): Toeslope,footslope, backslope Landform position (three-dimensional): Base slope,tread Down-slope shape: Convex, linear Across-slope shape: Convex, concave Hydric soil rating: No Ray pol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 29 Custom Soil Resource Report 704A—Enfield silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07p Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period. 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform: Outwash terraces, outwash plains Landform position(three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Parent material. Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap-0 to 7 inches: silt loam Bw1- 7 to 15 inches: silt loam Bw2- 15 to 25 inches: silt loam 2C-25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 16 to 39 inches to strongly contrasting textural stratification Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high(0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: 6 Hydric soil rating: No 30 Custom Soil Resource Report Minor Components Haven Percent of map unit. 5 percent Landform: Outwash terraces, outwash plains Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Tisbu ry Percent of map unit: 5 percent Landform: Outwash plains, deltas,valley trains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 704B—Enfield silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07q Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period. 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 31 Custom Soil Resource Report Description of Enfield Setting Landform: Outwash plains, outwash terraces Landform position(three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap-0 to 7 inches: silt loam Bwl- 7 to 95 inches: silt loam Bw2- 15 to 25 inches: silt loam 2C-25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 16 to 39 inches to strongly contrasting textural stratification Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Haven Percent of map unit: 5 percent Landform: Outwash plains, outwash terraces Landform position(three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Tisbury Percent of map unit: 5 percent Landform: Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Karnes, moraines, outwash terraces, outwash plains, kame terraces 32 Custom Soil Resource Report Landform position(two-dimensional): Toeslope, summit,footslope, shoulder, backslope Landform position(three-dimensional): Nose slope, head slope,crest, side slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Ray poll Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 33 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials(ASTM). 2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portaU n res/detail/nationaUsoils/?cid=nresl 42p2_054262 Soil Survey Staff. 1999. Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:H www.nres.usda.govtwps/portal/nres/detail/national/soils/?cid=nresl42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:H www.nres.usda.g ovtwps/portal/nres/detail/national/soils/?cid=nresl 42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nresl42p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 34 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. http://www.nres.usda.govtwps/portal/ n res/detai I/soi ls/scientists/?cid=n res 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:H www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 35 APPENDIX D Storm Sewer Analysis Storm Sewer Tabulation Page Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd!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) (in/hr) (cis) (cis) (ills) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 56.000 0.62 1.74 0.90 0.56 1.41 6.0 10.1 5.3 7.53 8.04 4.26 18 0.50 151.55 151.83 153.10 153.33 0.00 155.90 CB-1A-POND 2 1 25.000 0.17 1.12 0.86 0.15 0.85 6.0 9.9 5.4 4.59 8.20 2.60 18 0.52 151.85 151.98 153.57 153.61 155.90 155.90 CB-2A-CB-1A 3 2 171.000 0.29 0.95 0.86 0.25 0.71 6.0 9.0 5.6 3.99 4.99 3.28 15 0.51 152.12 152.99 153.66 154.18 166.90 155.49 CB-3A-CB-2A 4 3 146.000 0.31 0.66 0.82 0.25 0.46 6.0 8.4 5.8 2.67 3.71 4.02 12 0.92 153.49 154.84 154.43 155.54 155.49 156.96 CB-6A-CB-3A 5 4 69.000 0.36 0.35 0.58 0.20 0.20 8.0 8.0 6.0 1.22 2.75 2.73 12 0.51 154.84 155.19 155.54 155.66 156.96 167.19 CB-7A-CB-SA 6 End 20.000 0.08 0.95 0.25 0.02 0.63 6.0 9.7 5.4 3.46 4.95 2.82 15 0.50 151.03 151.13 153.10 153.15 0.00 156.27 YD-1A-POND 7 6 101,000 0.14 0.87 0.25 0.04 0.61 6.0 9.1 5.6 3.46 4.92 2.82 15 0.50 151.13 151.63 153.21 153.46 166.27 158.10 YD-2A-YD-1A 8 7 59.000 0.04 0.73 0.25 0.01 0.58 6.0 8.7 5.7 3.33 4.99 2.71 15 0.51 151.63 151.93 153.58 153.71 158.10 158,66 YD-3A-YD-2A 9 8 33.000 0.00 0.69 0.00 0.00 0.57 0.0 8.5 5.8 3.31 5.02 2.70 15 0.52 151.93 152.10 153.85 153.93 158.66 159.00 DMH-1A-YD-3A 10 9 8.000 0.53 0.53 0.90 0.48 0.48 6.0 6.0 6.9 3.28 13.64 9.65 12 12.50 154.00 155.00 154.33 155.77 159.00 159,00 ROOF-DMH-1A 11 9 22.000 0.16 0.16 0.58 0.09 0.09 8.0 8.0 6.0 0.56 3.94 0.71 12 1.05 152.35 152.58 154.04 154.04 159.00 154.58 CB-8A-DMH-1A Project File: 3530-Storm Sewers(Aldi).stm Number of lines:11 Run Date: 7/11/2019 NOTES:Intensity=35.57/(Inlet time+3.70)A 0.72; Return period=Yrs.10 ; c=cir e=ellip b=box Storm Sewers v2019.20 Storm Sewer Tabulation Page' Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Gmd/Rim Elev Line ID coeff (1) flow full Line To In cr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/9) (in) N (ft) (ft) (ft) (ft) (ft) (ft) 1 End 10.148 0.04 0.04 0.90 0.04 0.04 6.0 6.0 6.9 0.25 11.18 3.98 12 9.85 179.00 180.00 179.10 180.20 0.00 185.00 EX-CB-S13 TO 0 2 End 66.463 0.32 0.32 0.69 0.22 0.22 8.0 8.0 6.0 1.32 3.36 3.74 12 0.89 168.00 168.59 168.44 169.08 0.00 170.90 EX-CB-S12(TYP 3 End 200.660 0.17 0.56 0.83 0.14 0.34 6.0 8.3 5.9 2.02 6.47 5.67 12 3.30 154.97 161.60 155.35 162.21 0.00 166.45 EX-CB-S10 TO O 4 3 65.073 0.39 0.39 0.52 0.20 0.20 8.0 8.0 6.0 1.22 3.82 3.23 12 1.15 161.70 162.45 162.21 162.91 166.45 166.17 EX-CB-S11 TO E 5 End 4.358 0.21 0.21 0.75 0.16 0.16 8.0 8.0 6.0 0.94 19.07 5.50 15 8.72 154.97 155.35 155.16 155.73 0.00 159.16 EX-CB-S8 TO OU 6 End 60.717 0.46 0.46 1 0.46 0.21 0.21 8.0 18.0 1 6.0 1.27 8.41 4.07 15 1.70 152.07 153.10 152.40 153.54 0.00 1159.75 EX-CB-S9 TO OU 7 End 12.000 0.06 0.39 0.79 0.05 0.23 6.0 10.6 5.2 1.17 4.85 2.48 12 1.58 147.99 148.18 148.87 148.64 0.00 153.10 CB-9 TO FE-4 8 7 183.000 0.12 0.33 0.68 0.08 0.18 7.0 9.6 5.5 0.98 3.87 2.99 12 1.01 148.18 150.02 148.64 150.43 153.10 153.90 CB-10 TO CB-9 9 8 25.000 0.10 0.10 0.77 0.08 0.08 6.0 6.0 6.9 0.53 4.08 2.18 12 1.12 150.02 150.30 150.43 150.60 153.90 153.90 CB-11 TO CB-10 10 8 49.000 0.11 0.11 0.18 0.02 0.02 8.0 8.0 6.0 0.12 1.99 0.51 12 0.27 150.02 150.15 150.43 150.44 153.90 153.90 YD-7 TO CB-10 11 End 57.369 0.04 0.04 0.83 0.03 0.03 6.0 6.0 6.9 0.23 4.36 2.46 12 1.50 149.14 150.00 149.30 150.20 0.00 153.40 EX-CB-N15 TO 0 12 End 24.257 0.02 20.17 0.76 0.02 6.17 6.0 17.3 3.9 50.48 92.35 14.93 30 5.07 132.60 133.83 133.92 136.13 0.00 141.88 EX-CB-1 TO EX-F 13 12 9.108 0.00 20.15 0.00 0.00 6.16 0.0 17.3 3.9 50.43 56.03 10.66 30 1.87 133.83 134.00 136.13 136.30 141.88 142.35 EX-DMH-1 TO EX 14 13 6.099 0.00 20.15 0.00 0.00 6.16 0.0 17.3 3.9 50.44 57.53 10.66 30 1.97 134.00 134.12 136.30 136.42 142.35 142.45 EX-DMH-1 TO EX 15 14 57.000 0.24 19.60 0.63 0.15 5.71 8.0 17.2 3.9 48.75 56.45 10.34 30 1.89 134.12 135.20 136.42 137.48 142.45 142.45 EX-CB-S3 TO EX- 16 15 108.742 16.25 19.36 0.24 3.90 5.56 10.0 17.0 4.0 48.28 51.28 11.09 30 1.56 135.65 137.35 137.58 139.63 142.45 142.05 EX CB-N2(TYPE 17 16 29.350 0.21 3.11 0.33 0.07 1.66 8.0 17.0 4.0 32.84 31.21 7.20 30 0.58 137.50 137.67 139.69 139.86 142.05 142.12 EX-CB-N5 TO EX 18 17 48.786 0.09 2.90 0.36 0.03 1.59 8.0 16.9 4.0 32.59 22.74 6.64 30 0.31 137.67 137.82 1140.26 140.57 142.12 142.47 EX-CB-N6 TO EX 19 18 44.407 0.16 2.81 0.86 0.14 1.56 6.0 16.7 4.0 32.49 38.92 6.62 30 0.90 137.82 138.22 140.92 141.19 142.47 142.87 EX-CB-N7 TO EX 20 19 19.000 0.00 1.81 0.00 0.00 0.87 0.0 16.7 4.0 29.72 45.58 6.06 30 1.05 138.22 138.42 142.44 142.53 142.87 1 145.00 DMH-1 TO EX-CB 21 20 232.000 0.00 0.89 0.00 0.00 0.33 0.0 16.1 4.1 27.60 67.15 6.48 30 2.28 138.70 144.00 142.98 145.79 145.00 153.50 DMH-2 TO DMH- 22 21 90.000 0.00 0.89 0.00 0.00 0.33 0.0 15.9 4.1 24.72 42.92 8.02 30 0.93 144.62 145.46 145.98 147.15 153.50 156.00 YD-4"TO DMH-2 Project File: 3530-Storm Sewers(Aldi Mods to Chase).stm Number of lines:66 Run Date: 7/1 1 12 0 1 9 NOTES:Intensity=35.57/(Inlet time+3.70)A 0.72; Return period=Yrs. 10 ; c=cir e=ellip b=box Storm Sewersv2019.20 Storm Sewer Tabulation Page Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Gmd/Rim Elev Line ID coeff (I) flow full Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 80.000 0.00 0.10 0.00 0.00 0.03 0.0 11.0 5.1 6.79 10.64 4.16 18 0.87 145.46 146.16 147.15 147.36 156.00 149.70 YD-1"TO YD-4" 24 23 183.000 0.02 0.10 0.25 0.01 0.03 6.0 10.4 5.2 6.79 11.41 4.85 18 1.01 146.16 148.00 147.41 149.01 149.70 154.40 YD-2 TO YD-1 25 24 119.000 0.08 0.08 0.25 0.02 0.02 10.0 10.0 5.4 6.77 11.89 5.37 18 1.09 148.00 149.30 149.01 150.31 154.40 153.13 YD-3 TO YD-2 26 19 134.881 0.12 0.84 0.79 0.09 0.55 6.0 10.0 5.4 2.97 5.96 2.42 15 0.85 139.52 140.67 142.44 142.73 142.87 144.17 EX CB-N8 TO EX 27 26 121.48 0.29 0.72 0.48 0.14 0.46 8.0 9.1 5.6 2.58 6.81 2 337 15 1.11 140.67 142.02 142.77 142.95 144.17 145.37 EX CB-N10 TO E 28 27 73.738 0.00 0.22 0.00 0.00 0.17 0.0 8.1 6.0 0.99 7.17 1.94 15 1.23 142.02 142.93 143.12 143.32 145.37 145.93 EX-DMH-2 TO EX 29 28 12.157 0.22 0.22 0.75 0.17 0.17 8.0 8.0 6.0 0.99 6.68 3.03 15 1.07 142.93 143.06 143.32 143.45 145.93 145.56 EX-CB-N11 TO E 30 27 126.811 0.21 0.21 0.74 0.16 0.16 8.0 8.0 6.0 0.93 6.12 1.93 15 0.90 142.12 143.26 143.12 143.64 145.37 146.45 EX-CB-N12 TO E 31 14 67.884 0.00 0.55 0.00 0.00 0.45 0.0 9.4 5.5 2.48 13.23 3.01 15 4.20 134.26 137.11 136.42 137.74 142.45 142.34 EX-DMH-N2 TO E 32 31 45.195 0.00 0.43 0.00 0.00 0.35 0.0 9.2 5.6 1.95 5.76 3.97 15 0.80 137.24 137.60 137.74 138.16 142.34 142.44 EX-DMH-N3 TO E 33 32 100.334 0.00 0.18 0.00 0.00 0.14 0.0 8.7 5.8 0.80 8.36 3.31 15 1.67 137.87 139.55 138.16 139.90 142.44 144.39 EX-DMH-N4 TO E 34 33 6.443 0.00 0.18 0.00 0.00 0.14 0.0 8.6 5.8 0.80 5.09 2.85 15 0.62 139.55 139.59 139.90 139.94 144.39 143.98 EX-DMH-N5 TO E 35 34 119.006 0.18 0.18 0.77 0.14 0.14 8.0 8.0 6.0 0.83 5.95 3.14 15 0.85 139.64 140.65 139.96 141.01 143.98 143.61 EX-CB-N9 TO EX 36 32 12.869 0.25 0.25 0.84 0.21 0.21 6.0 6.0 6.9 1.44 4.76 4.45 12 1.79 137.87 138.10 138.25 138.61 142.44 142.12 EX-CB-N4 TO EX 37 31 12.413 0.12 0.12 0.82 0.10 0.10 6.0 6.0 6.9 0.68 6.66 2.28 12 2.98 137.24 137.61 137.74 137.95 142.34 141.70 EX-CB-N3(TYPE 38 21 60.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.89 4.59 3.68 12 1.42 144.26 145.11 145.79 146.11 153.50 150.00 WQU-2 TO DMH- 39 22 298.00C 0.56 0.56 0.25 0.14 0.14 15.0 15.0 4.3 17.29 116.6 5.49 30 6.89 145.46 166.00 147.15 167.41 156.00 168.70 YD-5 TO YD-4 40 39 96.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 16.69 64.77 7.91 30 2.12 166.46 168.50 167.41 169.88 168.70 171.42 EXIST WETLAND 41 20 19.000 0.00 0.92 0.00 0.00 0.53 0.0 9.0 5.7 3.02 7.00 2.46 15 1.00 138.42 138.61 142.98 43.02 1, 145.00 143.70 1 WQU-1 to DMH-1 42 41 10.000 0.32 0.92 0.64 0.20 0.53 6.0 8.9 5.7 3.03 6.46 2.47 15 1.00 138.61 138.71 143.03 143.05 143.70 143.23 CB-1 to WQU-1 43 42 58.000 0.33 0.60 0.62 0.20 0.33 6.0 8.3 5.9 1.94 6.46 1.58 15 1.00 138.71 139.29 143.10 143.15 143.23 143.50 CB-2 TO CB-1 44 43 8.000 0.19 0.19 0.28 0.05 0.05 8.0 8.0 6.0 0.32 3.86 0.41 12 1.00 139.29 139.37 143.21 143.21 143.50 1143.50 YD-6 TO CB-2 Project File: 3530-Storm Sewers(Aldi Mods to Chase).stm Number of lines:66 Run Date: 7/1 112 01 9 NOTES:Intensity=35.57/(Inlet time+3.70)"0.72; Return period=Yrs. 10 c=cir e=ellip b=box Storm Sewers v2019.20 Storm Sewer Tabulation Page Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Gmd/Rim Elev Line ID coeff (1) flow full Line To 71ncrTot)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) M (ft) (ft) (ft) (ft) (ft) (ft) 45 43 80.000 0.08 0.08 0.90 0.07 0.07 6.0 6.0 6.9 0.49 3.86 0.63 12 1.00 139.29 140.09 143.21 143.22 43.50 153.00 ROOF TO C13-2 46 22 10.000 0.00 0.23 0.00 0.00 0.17 0.0 6.3 6.7 1.13 7.00 3.66 15 1.00 150.59 150.69 150.93 151.11 156.00 155.00 WQU-1A-YD-4' 47 46 11.000 0.14 0.23 0.71 0.10 0.17 6.0 6.3 6.7 1.13 3.86 3.48 12 1.00 150.69 150.80 151.11 151.25 155.00 153.60 CB-5A-WQU-1A 48 47 33.000 0.09 0.09 0.76 0.07 0.07 6.0 6.0 6.9 0.47 3.86 1.97 12 1.00 150.80 151.13 151.25 151.41 153.60 153.53 CB-4A-CB-5A 49 25 15.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 5.6 6.66 24.58 5.31 18 4.67 149.30 150.00 150.31 151.00 153.13 154.10 OCS-2(ALDI PO 50 End 11.000 0.10 0.54 0.84 0.08 0.43 6.0 9.1 5.6 2.41 7.00 1.96 15 1.00 147.00 147.11 148.95 148.96 0.00 150.35 CB-3 TO FE-3 51 50 59.000 0.04 0.04 0.90 0.04 0.04 6.0 6.0 6.9 0.25 4.02 0.31 12 1.08 147.11 147.75 149.03 149.03 150.35 150.55 CB-4 TO CB-3 52 50 67.000 0.17 0.40 0.71 0.12 0.31 6.0 6.1 6.8 2.12 4.81 2.69 12 1.55 147.11 148.15 149.03 149.23 150.35 150.15 CB-5 TO CB-3 53 52 6.000 0.23 0.23 0.82 0.19 0.19 6.0 6.0 6.9 1.30 6.10 1.65 12 2.50 148.15 148.30 49.39 149.40 50.15 150.57 CB-6 TO CB-5 54 End 53.496 0.50 0.50 0.53 0.27 0.27 8.0 8.0 6.0 1.59 6.30 2.48 15 0.95 147.86 148.37 148.87 148.87 0.00 152.59 EX-CB-S7 TO OU 55 End 13.000 0.10 0.24 0.84 0.08 0.18 6.0 6.5 6.6 1.21 6.14 0.99 15 0.77 147.00 147.10 148.89 148.89 0.00 153.12 CB-7 TO FE-2 56 55 27.000 0.14 0.14 0.71 0.10 0.10 1 6.0 6.0 6.9 0.68 3.93 1 0.87 1 12 1.04 147.10 147.38 148.91 148.91 153.12 1 153.12 CB-8 TO CB-7 57 End 14.613 0.04 0.20 0.90 0.04 0.11 6.0 6.2 6.8 0.78 7.51 1.97 12 4.45 145.64 146.19 146.56 146.56 0.00 149.59 EX-CB-N13 TO O 58 57 27.836 0.16 0.16 0.49 0.08 0.08 6.0 6.0 6.9 0.54 6.33 2.59 12 3.16 146.24 147.12 146.56 147.42 149.59 149.86 EX-CB-N14 TO E 59 End 10.340 0.20 0.20 0.73 0.15 0.15 6.0 6.0 6.9 1.00 15.29 4.97 15 5.61 145.21 145.79 145.43 146.18 0.00 151.66 EX-CB-S6 TO OU 60 End 27.004 0.36 1.57 0.77 0.28 0.79 6.0 8.9 5.7 4.50 6.32 5.73 12 3.15 142.12 142.97 143.86 144.29 0.00 148.12 EX-CB-N17 TO O 61 60 64.280 1.00 1.21 0.46 0.46 0.51 8.0 8.6 5.8 2.97 3.80 3.78 12 1.14 142.97 143.70 144.55 144.99 148.12 148.58 EX-CB-N16 TO E 62 61 13.794 0.21 0.21 0.25 0.05 0.05 8.0 8.0 6.0 0.31 6.29 0.40 12 3.12 143.70 144.13 145.11 145.11 148.58 146.13 EX-CB-N18 TO E 63 End 51.138 0.58 0.58 0.51 0.30 0.30 8.0 8.0 6.0 1.77 5.57 3.78 15 0.74 141.33 141.71 141.82 142.24 0.00 145.16 EX-CB-S5 TO OU 64 End 11.482 0.21 0.21 0.72 0.15 0.15 8.0 8.0 6.0 0.91 9.90 3.93 15 2.35 141.33 141.60 141.59 141.97 0.00 144.72 EX-CB-S4 TO OU 65 End 12.658 0.42 0.42 0.40 0.17 0.17 6.0 6.0 6.9 1.15 12.57 4.70 15 3.79 137.50 137.98 137.76 138.40 0.00 141.90 EX-CB-S2 TO OU 66 End 124.000 0.24 0.24 0.89 0.21 0.21 8.0 8.0 6.0 1.28 211.2 0.09 36(2b) 2.14 133.14 135.79 150.31 150.31 0.00 142.90 EX-CB-S3K TO O Project File: 3530-Storm Sewers(Aldi Mods to Chase).stm Number of lines:66 Run Date: 7/11/2019 NOTES:Intensity=35.57/(Inlet time+3.70)^0.72; Return period=Yrs. 10 c=cir e=ellip b=box Storm sewers v201920 APPENDIX E Water Quality Calculations 200 Gateway Boulevard—DPI Project No.:3530 July 10, 2019 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Aldi Parking and Areas to Pond (P3), Loading Area(CB-8A) Area (acres) P3 CB-8A Impervious 0.945 0.080 Pervious 1.728 0.080 Total Area 2.673 0.160 %Impervious 35.4% 50.0% Overall%Impervious 36.2% Total Area 2.83 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 = 36.2% (DA P2+P3+P4A+P4B) R =0.05 +0.009(t) R =0.05 + 0.009(36.2) R =0.376 A = drainage area in acres = 2.83 acres WQV= (1")(R)(A acres)/12 inches per foot WQV = (1")(0.376)(2.83 acres)/12 inches per foot WQV = 0.089 acre-feet required = 3862.6 eft Pro osed BMP The proposed water quality basin and forebay proposed to provide 5,500 cft(below outlet at Elev. 151.00) and 2,859 cft (below spillway at ELEV. 152.00)of water quality storage respectively.The forebay will provide storage for 74% 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 5,500 cft; more than 100% of the water quality volume. 3530- Drainage- Chase &Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 H droCAD®10.00-20 s/n 09320 02017 H droCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: ALDI POND FOREBAY Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) _ (feet) (sq-ft) (cubic-feet 150.00 974 0 �151.04 1,439 1,247 150,02 982 20 151.06 1,448 1,276 150.04 990 39 151.08 1,458 1,305 150.06 998 59 151.10 1,467 1,334 150.08 1,007 79 151.12 1,477 1,364 150.10 1,015 99 151.14 1,487 1,393 150.12 1,023 120 151.16 1,496 1,423 150.14 1,031 140 151.18 1,506 1,453 150.16 1,040 161 151.20 1,516 1,484 150.18 1,048 182 151.22 1,525 1,514 150.20 1,056 203 151.24 1,535 1,545 150.22 1,065 224 151.26 1,545 1,575 150.24 1,073 246 151.28 1,555 1,606 150.26 1,082 267 151.30 1,565 1,638 150.28 1,090 289 151.32 1,575 1,669 150.30 1,099 311 151.34 1,585 1,701 150.32 1,108 333 151.36 1,595 1,732 150.34 1,116 355 151.38 1,605 1,764 150.36 1,125 377 151.40 1,615 1,797 150.38 1,134 400 151.42 1,625 1,829 150.40 1,142 423 151.44 1,635 1,862 150.42 1,151 446 151.46 1,645 1,894 150.44 1,160 469 151.48 1,655 1,927 150.46 1,169 492 151.50 1,665 1,961 150.48 1,178 516 151.52 1,675 1,994 150.50 1,187 539 151.54 1,686 2,028 150,52 1,195 563 151.56 1,696 2,061 150.54 1,204 587 151.58 1,706 2,095 150.56 1,213 611 151.60 1,717 2,130 150.58 1,222 636 151.62 1,727 2,164 150.60 1,232 660 151.64 1,737 2,199 150.62 1,241 685 151.66 1,748 2,234 150.64 1,250 710 151.68 1,758 2,269 150.66 1,259 735 151.70 1,769 2,304 150.68 1,268 760 151.72 1,779 2,339 150.70 1,277 786 151.74 1,790 2,375 150.72 1,287 811 151.76 1,800 2,411 150.74 1,296 837 151.78 1,811 2,447 150.76 1,305 863 151.80 1,822 2,483 150.78 1,315 889 151.82 1,832 2,520 150.80 1,324 916 151.84 1,843 2,557 150.82 1,334 942 151.86 1,854 2,594 150.84 1,343 969 151.88 1,865 2,631 150.86 1,353 996 151.90 1,875 2,668 150.88 1,362 1,023 151.92 1,886 2,706 150.90 1,372 1,050 151.94 1,897 2,744 150.92 1,381 1,078 151.96 1,908 2,782 150.94 1,391 1,106 151.98 1,919 2,820 150.96 1,401 1,134 152.00 1,930 2,859 150.98 1,410 1,162 151.00 1,420 1,190 151.02 1,429 1,219 3530 - Drainage- Chase & Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P3P: ALDI POND Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 150.00 5,010 0 152.60 7,709 16,449 150.05 5,058 252 152.65 7,764 16,836 150.10 5,105 506 152.70 7,820 17,225 150.15 5,153 762 152.75 7,877 17,618 150.20 5,202 1,021 152.80 7,933 18,013 150.25 5,250 1,282 152.85 7,990 18,411 150.30 5,299 1,546 152.90 8,047 18,812 150.35 5,348 1,812 152.95 8,104 19,216 150.40 5,397 2,081 153.00 8,161 19,622 150.45 5,446 2,352 153.05 8,217 20,032 150.50 5,496 2,626 153.10 8,274 20,444 150.55 5,546 2,902 153.15 8,331 20,859 150.60 5,596 3,180 153.20 8,388 21,277 150.65 5,646 3,461 153.25 8,445 21,698 150.70 5,696 3,745 153.30 8,502 22,122 150.75 5,747 4,031 153.35 8,560 22,548 150.80 5,798 4,319 153.40 8,617 22,977 150.85 5,849 4,611 153.45 8,675 23,410 150.90 5,901 4,904 153.50 8,733 23,845 150.95 5,952 5,201 153.55 8,792 24,283 INCLUDES FORBAY 51.00 6,004 5.500J 153.60 8,850 24,724 STORAGE 151.05 6,054 5,801 153.65 8,909 25,168 151.10 6,105 6,105 153.70 8,968 25,615 151.15 6,156 6,411 153.75 9,027 26,065 151.20 6,207 6,721 153.80 9,086 26,518 151.25 6,259 7,032 153.85 9,145 26,974 151.30 6,310 7,346 153.90 9,205 27,432 151.35 6,362 7,663 153.95 9,265 27,894 151.40 6,414 7,983 154.00 9,325 28,359 151.45 6,466 8,305 154.05 9,384 28,827 151.50 6,518 8,629 154.10 9,444 29,297 151.55 6,571 8,956 154.15 9,503 29,771 151.60 6,624 9,286 154.20 9,563 30,248 151.65 6,677 9,619 154.25 9,623 30,727 151.70 6,730 9,954 154.30 9,683 31,210 151.75 6,784 10,292 154.35 9,743 31,695 151.80 6,837 10,632 154.40 9,804 32,184 151.85 6,891 10,976 154.45 9,865 32,676 151.90 6,945 11,322 154.50 9,926 33,171 151.95 6,999 11,670 154.55 9,987 33,668 152.00 7,054 12,021 154.60 10,048 34,169 152.05 7,107 12,375 154.65 10,109 34,673 152.10 7,161 12,732 154.70 10,171 35,180 152.15 7,215 13,092 154.75 10,233 35,690 152.20 7,269 13,454 154.80 10,295 36,204 152.25 7,323 13,819 154.85 10,357 36,720 152.30 7,378 14,186 154.90 10,420 37,239 152.35 7,432 14,556 154.95 10,482 37,762 152.40 7,487 14,929 155.00 10,545 38,288 152.45 7,542 15,305 152.50 7,597 15,683 152.55 7,653 16,065 200 Gateway Boulevard—DPI Project No.:3530 July 10,2019 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF)=(qu)(A)(Q), where: qu =unit peak discharge (cfs/mil/inch) per Exhibit 4-III A = drainage area (mi) Q=runoff depth (in watershed inches) = [Water Quality Volume(WQV) (in acre-feet)] x [12 inches/foot] /drainage area (acres) Water Quality Unit#1A To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins=0.1 hours Initial Abstraction(Ia) in inches/Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number(CN) CN =93 Ia=0.151 inches Design Precipitation (P) = 1"for water quality storms per Appendix B Ia/P=0.151 Unit Peak Discharge qu=650 cfs/mil/inch Drainage Area A = 10,008 sf=0.23 acres = 0.0004 miz Runoff Depth Q=WQV (acre-feet)x 12/drainage area (acres) Water Quality Volume (WQV) = (1")(R)(A)/12, where: R=volumetric runoff coefficient =0.05 +0.009(I), where I=percent impervious cover=77.2% R =0.05 +0.009(I) R =0.05 +0.009 7�) R =0.745 A= drainage area in acres=0.23 acres WQV = (1")(R)(A)/l2 WQV = 0") 0( 745)(0.23 acres)/ 12 in/ft WQV =0.014 acre-feet Q= (WQV X 12 in/ft)/Drainage Area Q= (0.014 acre-feet x 12 in/ft)/0.23 acres Q=0.745 in WQF=quxAxQ WQF= 650 cfs/mil/inch x 0.0004 mil x 0.745 in WQF= 0.19 cfs required Proposed As shown on the enclosed water quality unit sizing report, the proposed BaySaver Barracuda is rated for 80% TSS removal for the required 0.19 cfs water quality flow and the 1.00 cfs peak bypass flow during 10 yr storm. 3530 - Drainage - Chase & Aldi Type 11124-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc. Printed 7/11/2019 HydroCAD®10.00-20 s/n 09320 ©2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: WQU-1A Runoff = 1.59 cfs @ 12.11 hrs, Volume= 5,783 cf, Depth= 6.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-33.00 hrs, dt= 0.03 hrs Type III 24-hr 100-yr Rainfall=7.77" Area (sf) CN Description * 2,277 77 >75%Grass cover, Good, HSG C/D * 7,731 98 IMPERVIOUS 10,008 93 Weighted Average 2,277 22.75% Pervious Area 7,731 77.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, LLLLLLL � � kkkkLv BARRACUDA S4 SPECIFICATION MATLRIALS AND DESIGN • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer.The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • 48"HP Manhole Structures: Made from an impact modified copolymer polypropylene meeting the material requirements of ASTM F2764. The eccentric cone reducer shall be manufactured from polyethylene material meeting ASTM D3350 cell class 213320C. Gaskets shall be made of material meeting the requirements of ASTM F477. • Separator internals shall be substantially constructed of stainless steel, polyethylene or other thermoplastic material approved by the manufacturer. PERFORMANCE • The stormwater treatment unit shall be an inline unit capable of conveying 100%of the design peak flow. If peak flow rates exceed maximum hydraulic rate,the unit shall be installed offline. • The Barracuda unit shall be designed to remove at least 80%of the suspended solids on an annual aggregate removal basis.Said removal shall be based on full-scale third party testing using OK-110 media gradation or equivalent and 300 mg/L influent concentration.Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater treatment unit. -OR- The Barracuda unit shall be designed to remove at least 50%of TSS using a media mix with d50=75 micron and 200 mg/L influent concentration. -OR- The Barracuda unit shall be designed to remove at least 50%of TSS per current NJDEP/NJCAT HDS protocol. • The stormwater treatment unit internals shall consist of(1)separator cone assembly,and(1)sump assembly which includes(4)legs with"teeth". Manhole Rel0% 50 TSSLRato draullc Diameter OK•110 PerK1CAT 48" 1.08 CFS 1.25 CFS 6.25 CFS INSTALLATION Installation of the stormwater treatment unit(s)shall be performed per manufacturer's installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at(800)821-6710 or by logging on to www.ads-pipe.com or www.baysaver.com. ADS"Terms and Conditions of Sale'are available on the website,www.ads-pipe.com.The ADS logo,Barracuda logo,and the Green Stripe are registered trademarks of Advanced Drainage Systems,Inc.BaySaver and BayFllter are registered trademarks of BaySaver Technologies,Inc. ©2017 Advanced Drainage Systems.Inc.#11051 10/17 CS TM Advanced D THE MOSTADVANCED NAME IN WATER MANAGEMENT SOLUTIONSI Truenian Blvd.,Hilliard,OH 43026 ill IwWW.ads-pipe.coni fr I f I I APPENDIX F Drainage Area Maps i__