Loading...
HomeMy WebLinkAbout2026/03/05 - Stormwater Management Report - 203 Turnpike Street t 1IU %Iftw IYI n,obis ---- 1R .... /////%r /////%r ............ ........... ,r ..... r ,,,. .rrrr //i ',, riiiiiiii rii /... r.... .:,.. /, ,, ,,.,.,, ,,,,,,,»: /iiii,/iiiia ,i fEfEfEfEfEf .. .... „r... ,.... „rr"" ,,. „✓ „rrr, r r ,,,,, ,,,,,, „ „€€,,,,,,,,, „€€,,,,,,,,,,�� rrrr, ,,,,,,,,,,,,,,,,,,,; ,✓ , / u SOLAR CARPORT 203 TURNPIKE STREET NORTH ANDOVER, MA 01845 FOR AC Development, LLC Andrew Kellar 7295 Surf bird Circle Carlsbad, CA 92008 BY NOBIS GROUP@ u I uuV� h,�� Sul "��IIIVomu��� umiiu°1"uuuum uuml� um �'�w uuu�m �lm Nobis Project No. 101015.000 MARCH 5, 2026 www.nobis-group.com This Page Intentionally Left Blank Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 Table of Contents I. Stormwater Report Narrative 1.0 Introduction................................................................................................................... 1 2.0 Site Location and Description....................................................................................... 1 3.0 Proposed Project........................................................................................................... 1 4.0 Compliance with MassDEP Stormwater Handbook.....................................................2 5.0 Soil Data........................................................................................................................4 6.0 Hydrologic Methodology.............................................................................................. 5 7.0 Existing Drainage Conditions....................................................................................... 5 7.1 On-Site Resources................................................................................................... 5 72 Existing Hydrology................................................................................................. 5 7.3 Pre-Re-Development Hydrological Conditions...................................................... 6 8.0 Proposed Drainage Conditions ..................................................................................... 6 8.1 Proposed Hydrology............................................................................................... 6 8.2 Post-Re-Development Hydrological Conditions .................................................... 7 9.0 Summary....................................................................................................................... 8 II. Figures Figure 1 —USGS Map Figure 2—FEMA Flood Insurance Rate Map Figure 3 —NRCS Web Soil Survey Map Figure 4—Existing Watershed Plan Figure 5 —Proposed Watershed Plan Page 1 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 III. Appendices Appendix A—MassDEP Checklist for Stormwater Report Appendix B—NRCS Soils Report Appendix C—Computations Pre-Redevelopment Hydrological Computations Post-Redevelopment Hydrological Computations Appendix D—Operation and Maintenance Plan (O&M) Page ii I. STORMWATER REPORT NARRATIVE This Page Intentionally Left Blank Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 1.0 Introduction Nobis Group (Nobis)has prepared this stormwater report on behalf of AC Development for the proposed redevelopment of 203 Turnpike Street in North Andover, Massachusetts (refer to Figure 1, "USGS Map"). The project also includes the redevelopment of the parking area by installing a Carport with Photo Voltaic panels. This study uses the computer program HydroCAD, version 10.00, to model existing and proposed hydrologic site conditions based on the Natural Resources Conservation Service (MRCS) TR-20 Computer Program for Project Formulation Hydrology. The study presents a comparative analysis of pre-development hydrologic conditions to post-development conditions and demonstrates no impact to the existing site. 2.0 Site Location and Description This stormwater report is based on a single parcel located at 203 Turnpike Street totaling approximately 5.31 Acres. The site is currently occupied by the North Andover Medical Park located at 203 Turnpike Street in North Andover Massachusetts. The North Andover Medical Park consists of 2 four story brick buildings that house various medical businesses, such as but not limited to Andover Pediatrics, Steward Medical Group, Primary Care & Women's Health Associates, Quest Diagnostics, Tallman Eye Associates, and Dr. Emma Wu& Associates. The site includes parking and access on each side of the building with the majority of parking spaces on the rear. The Site is located in the Business district (B4) and is bounded by Turnpike Street to the north, Andover Street to the east, and an existing wetland area to the south and west. The Federal Emergency Management Agency (FEMA) current Flood Insurance Rate Map (FIRM) (See Figure 2) shows the site is in a Zone X—Are of Minimal Flood Hazard. This is shown on FIRM Community Map Panel No. 25009CO217G, effective July 8, 2025. The mapping is consistent with the existing conditions topographic survey. The existing site is comprised of building and paved parking area with sparce wooded areas to the south and west of the site. Two separate wetlands are located at the south and west of the site. The building perimeter consist of some open and landscaped areas while the majority of the site is a paved parking lot. The existing drainage from the site discharges to the prior mentioned separate wetland areas located at the south and western portion of the site. Stormwater runoff from the Western building and the western portion of the parking lot are collected by catch basin inlets and discharge to the wetland to the west. Stormwater runoff from the eastern building and the remainder of the site is also collected by catch basin inlet and discharge to the wetland in the south. 3.0 Proposed Project The project involves the installation of multiple Carports located over approximately 63 of the existing parking spaces. The proposed structure shall not affect the existing traffic circulation of the parking lot or the existing number of spaces on site. The multiple Carports shall include Photo-Voltaic panels for solar energy. A proposed electric line shall run between each structure Page 1 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 to an existing utility pole with a new transformer. Nobis will work with national grid for the connection and installation of the proposed transformer. The existing stormwater system for this redevelopment will comply with the MassDEP Stormwater Management Standards to the extent practical as described herein. Runoff control, water quality improvement, and groundwater recharge will be accomplished by implementing the following drainage improvements below: • Collect storm runoff in catch basins with deep sumps and hooded outlets for treatment. Maintain existing peak flow of runoff and provide water quality treatment to the extent practical. • Implement an Operation and Maintenance Plan (O&M) for the proposed stormwater management system that describes the various components of the system, identifies inspection and maintenance tasks, and provides a schedule to follow, which will ensure the proper long-term performance of the system. • Implement a Long-Term Pollution Prevention Plan (LTPPP) to prevent illicit discharges to the stormwater management system. The proposed stormwater management measures described above will result in no adverse impacts on adjacent properties. Runoff quantity will remain, and water quality enhanced, thereby improving existing conditions and providing an overall benefit to the surrounding area. 4.0 Compliance with MassDEP Stormwater Handbook The redevelopment project existing stormwater management system that will maintain existing drainage pattern. Stormwater Best Management Practices (BMPs) have been incorporated into the design to comply with all the Stormwater Management Standards to the extents practicable as described below. Standard 1: No new stormwater conveyances may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. No new stormwater conveyances discharging untreated stormwater directly to wetlands or waters of the Commonwealth are proposed. Standard 2: Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. The proposed-development peak discharge rates will not exceed the pre-development peak discharge rates. Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post- development site shall approximate the annual recharge from pre-development conditions based on soil type. This standard is met when the stormwater management system is Page 2 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Groundwater recharge for the site in the proposed conditions shall remain. The proposed site does not have an increase in recharge required. The site falls under the maximum extent practicable as stated in standard 7. Standard 4: Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). Per standard 7, the proposed project is only required to meet standard 4 to the maximum extent practicable. Hooded outlets (Eliminators) shall be installed to the tributary deep sump catch basins to provide a 25% TSS removal pretreatment which provides a improvement in the existing stormwater management system. Standard 5: For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. Per standard 7, the proposed project is only required to meet standard 5 to the maximum extents practicable. Hooded outlets (Eliminators) shall be installed to the tributary deep sump catch basins to provide a 25% TSS removal pretreatment which provides an improvement in the existing stormwater management system. Standard 6: Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. The site is not located within a Zone II or wellhead protection area. Standard 7: A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pre-treatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard I only to the maximum extent practicable. A development project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. The project is a re-development and will comply with the Stormwater Management Standards to the maximum extent practicable. Standard 8: A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance Page 3 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. Erosion and sediment control details are included in the site plan set. Standard 9: A long-term operation and maintenance plan will be developed and implemented prior to construction to ensure that stormwater management systems function as designed. An Operation and Maintenance Plan (O&M) to ensure the long-term, post-construction operation of the stormwater management system is included in Appendix E. Standard 10: All illicit discharges to the stormwater management system are prohibited. An illicit discharge compliance statement is included in the Operation and Maintenance Plan. See Appendix E. 5.0 Soil Data Soil data has been compiled using the Natural Resources Conservation Service (NRCS) Web Soil Survey tool. The soil survey identified the soil on a portion of the site as Woodbridge Fine Sandy Loam, Charlton Fine Sandy Loam, and Udorthents. Refer to Figure 3,NRCS Web Soil Survey Map. Refer to the table below and Appendices B for additional soil information. Hydrologic Soil Soil Classification Rawls Rate (in./hr.) Group Woodbridge Fine Sandy o HSG-C/D 0.17 Loam 0- 3/o Slope Woodbridge Fine Sandy o HSG-C/D 0.17 Loam 3- 8/o Slope Woodbridge Fine Sandy Loam 0- 3% Slope—very HSG-C/D 0.17 stop Charlton Fine sandy Loam 3- o HSG-B 0.52 8/o Slope Given the site is predominantly impervious area. The Hydrologic Soil Group used was C. Page 4 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 6.0 Hydrologic Methodology Pre- and post-development drainage analyses were performed for the 2, 10, 25 and 100-year storm events. The 24-hour Cornell Extreme Precipitation Rates rainfall data was used in the analyses and is shown in the table below. Count 2-year 10- ear 25- ear 100- ear Essex 3.14 in. 4.79 in. 6.10 in. 8.81 in. The NRCS method uses several parameters based on watershed characteristics and configuration to generate a curvilinear unit hydrograph and produce a runoff hydrograph for the watershed. Basic input data required to generate a hydrograph are the watershed area, storm frequency, time of concentration, 24-hour rainfall, and the watershed's runoff curve number. NRCS Technical Release 55 (TR-55) methodology was utilized to determine weighted runoff curve number(CN) for the pre- and post-development watershed areas. Inputs for obtaining the weighted CN was determined based on ground cover type and the Hydrological Soil Group (HSG), as described in the Soil Data section above. Time of concentration (Tc) was determined based on the most hydrologically distant point (timewise) within the watershed. Watershed boundaries were established based on topography, storm drainage layouts, and the location of major drainage discharge points, or Points of Analysis (POA). The pre-development watershed boundaries can be seen on Figure 4, "Existing Watershed Plan", and the post- development boundaries can be seen on Figure 5, "Proposed Watershed Plan". 7.0 Existing Drainage Conditions 7.1 On-Site Resources Wetland are located at the west and southern portion of the site. The 100' Wetland Buffer Zones are shown on the plans. The site is located within the Zone Z Minimal Flood Hazard area show on Figure 2 FEMA Flood Map from Panel 25009CO217G with effective date 7/8/2025 7.2 Existing Hydrology The existing site was analyzed as two (2) separate catchment areas flowing to two Points of Analysis (POAs) based on on-site and off-site topography and property lines (see Figure 4— Existing Watershed Plan). Storm runoff flows through roof drains, catch basins, or overland flow to each of the two Points of Analysis (POA). Existing Catchment Area EX-1 This 1.9-acre catchment area consists of the roof of the existing building, pavement parking lot, landscaped areas, and woodland area. Stormwater runoff patterns generally flow from the north to west of the site and are collected by roof drains, catch basins, and overland flow and discharge to POA-1. Page 5 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 Existing Catch m en t Area EX-2 This 3.4-acre catchment area consists of the roof of the existing building, pavement parking lot, landscaped areas, and woodland area. Stormwater runoff patterns generally from the north to the south of the site and are collected by roof drains, catch basins, and overland flow and discharge to POA-2. 7.3 Pre-Development Hydrological Conditions Below is a summary of the pre-development hydrological conditions at the Points of Analysis. Pre-Development Peak Rates of Runoff in Cubic Feet per Second (cfs) Location Storm Event 2-year 10- ear 25- ear 100- ear POA-1 7.18 11.77 15.38 22.75 POA-2 13.93 21.99 28.32 41.34 Pre-Development Volumes of Runoff in Acre-Feet (ac-ft) Location Storm Event 2-year 10- ear 25- ear 100- ear POA-1 0.34 0.57 0.76 1.16 POA-2—T 0.68 1.11 1.45 2.15 Comprehensive hydrological computations for pre-development conditions are included in Appendix C. 8.0 Proposed Drainage Conditions 8.1 Proposed Hydrology The proposed site was analyzed as two (2) separate catchment areas flowing to two Points of Analysis (POAs) based on on-site and off-site topography and property lines (see Figure 5 — Proposed Watershed Plan). Storm runoff flows through roof drains, catch basins, or overland flow to each of the two Points of Analysis (POA). Proposed Catchment Area PR-1 This 1.9-acre catchment area consists of the roof of the existing building, pavement parking lot, landscaped areas, woodland area, and carport roof. Stormwater patterns remain the same. Stormwater runoff is collected by roof drains, catch basins, and overland flow and discharge to POA-1. Page 6 Stormwater Management Report 203 Turnpike Street-North Andover, MA March 2026 Proposed Catchment Area PR-2 This 3.4-acre catchment area consists of the roof of the existing building, pavement parking lot, landscaped areas, woodland area, and carport roof. Stormwater patterns remain the same. Stormwater runoff is collected by roof drains, catch basins, and overland flow and discharge to POA-2. 8.2 Post-Redevelopment Hydrological Conditions The proposed Solar Carport shall be built above existing paved parking impervious area. This will not change the CN number, peak flows, or volumes of discharge on the site. See below for summary. Pre- and Post-Development Peak Rates of Runoff in Cubic Feet per Second (cfs) Storm Event 2- ear 10- ear 25- ear 100- ear Pre Post Pre Post Pre Post Pre Post POA-1 7.18 7.18 11.77 11.77 15.38 15.38 22.75 22.75 POA-2 13.93 13.93 21.99 21.99 28.32 28.32 41.34 41.34 Pre- and Post-Development Volumes of Runoff in Acre-Feet (ac-ft) Storm Event 2- ear 10- ear 25- ear 100- ear Pre Post Pre Post Pre Post Pre Post POA-1 0.34 0.34 0.57 0.57 0.76 0.76 1.16 1.16 POA-2 1 0.68 0.68 1.11 1.11 1.45 1.45 2.15 2.15 Comprehensive hydrological computations for pre- and post-development conditions are included in Appendix C. MassDEP's Stormwater Management Policy Standard 2 requires the peak flows under the post- development conditions equal or exceed the pre-development amount. Under the post- redevelopment condition standard 2 will meet the Massachusetts Stormwater Handbook requirements. 8.3 Stormwater Quality The redevelopment program includes the installation of hooded outlets or Eliminators to the existing catch basin. This will make an overall improvement to the existing stormwater management system by complying with the Structural Best Management Practices (BMPs) Volume II for pre-treat of runoff runoff from paved parking lot prior to discharging off-site. The following BMPs provide and improvement to the overall system by reducing the Total Page 7 Stormwater Management Report 203 Turnpike Street—North Andover, MA March 2026 Suspended Solids by 25% of the average annual post-construction load. See below for TSS removal calculations. • Catch Basins with Deep Sumps and Hooded Outlets Stormwater runoff from pavement areas will be directed via curbing and site grading to catch basins with deep sumps and hooded outlets. Catch basins trap and remove sediments and larger particles from stormwater runoff and improve the performance of subsequent BMP's. The catch basin sumps will be a minimum of 4 feet in depth, and a regular inspection and cleaning schedule will be followed to ensure optimal effectiveness. When properly constructed and maintained, catch basins with deep sumps and hooded outlets are effective in reducing the sediment and pollutant load in runoff. 9.0 Summary The proposed project consist of installing a Carport over existing pave parking spaces. This redevelopment project shall comply to the Massachusetts Stormwater Standards to the maximum extents practicable per standards 7 of the stormwater regulations. This redevelopment shall not degrade the existing stormwater management system Total rates of stormwater discharged from the site, for the storm events analyzed, will be reduced under proposed conditions as compared to existing conditions and comply with the Massachusetts Stormwater Handbook. The addition of Hooded outlets or Eliminators shall provide an overall stormwater quality improvement. The proposed measures comply with the Stormwater Management Standards of the MassDEP Stormwater Policy for a redevelopment project and is an improvement over existing condition. Implementing the inspection and maintenance program outlined in the Operation and Maintenance Plan will ensure the long-term performance of the drainage system. Page 8 II. FIGURES This Page Intentionally Left Blank / dl2ix'u y11H V y 3 14, c J / 9 b 'i T r v � II " /fa f 2 i r I 7� III�i` rn �k 51 , ^✓�f1�0! ����ryil�r „tgr ' ;, i�� aIH�W,.wi�Gi e, "/i� ''y�V✓A�1 � �^Ta„yrflk� "80G,� ;. ,, �.. r, w s ,�iu„tJ�71�ar //rx/WYv pQ ; A� Woof y.; 000 "WY P ROJECT IS ITE " �z III�41, eo � u� r: 300 i HA, e If h „IIPrrMyflf.:r ' I T' !,0010r r, E. V „ �J�o7u,�r�rma�iJo1R��YIw�rayrJ�r!�yrr�rlw�'i�yr�'tm»mlr�;,4w�ur>��r�ll ��nJ�rra�r<flo f�J�a^w� „IIroHw�wNYfi�n� u��olNOUawwwwruruNnulyfutainFtur5loiw�iUdr�,is�aw!yrfis'��;a�w�r�vurrw�s�n/i�S�ot9N��N��fNr iV1oWro�;�r1'✓"mN�"'hA'mN..... u/rd�,4l�l�grf�'�4'�,Jn4�i�w�Y�!�1kS4'fug'^'`i�ra,!�MwNrw�wNv�l>71w,�ilr�a�.... ", I " oYN�4�; ,,aN41';k�fiNAmw1u%�rraMOiN�o'roNIM�oNN4iNfP,WNl9')"fNUJUI i kwµ u / t y �1D1� �G � •, Jf �1fQV�p ^�i ! , r ' I s �, 4/ JI m I rf{: `,�� ,. a;.n, Y d , P tc fly 01 �ap fro, n14,� 4' ,, E bey f �'I��` r k 4wfl n�����r Co" z V I NV7Uk WrvWy f, �' �eV � U� q r r; N ,r f J r m/„�yj pL1rYM ll 0. ' � ➢N4UY /�INlI�' �NA'r n FUN �� l DATE: MARCH 2O26 PROJECT SHEET TITLE N O B I S PROJECT NO. 101015.040 DRAWN BY: HAA USGS TOPO 1�I��I��I�I�I�I����I�I�I�I�I�I��IIIIIIIIIIIIIIIII CHECKED BY: J I R USGS M A P MAP /� CAD DRAWING FILE: MAP no b i��'s 101015.040-Figures.dwg SOLAR CARPORT Nobis Group® 203 TURNPIKE STREET SHEET 55 Technology Drive 0 1000, 2000' NORTH ANDOVER, MA Lowell,MA 01851 T(978)683-0891 GRAPHIC SCALE FIGURE 1 .nobis-group.com Without Base Flood Elevation{BFE} i With BFE or Depth Zone AE,Ao.A.vE A `o SPECIAL FLOOD - - ` HAZARD AREAS Regulatory Fla dwa y 0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage areas of less than onesquare mile Zone � Future Conditions 1lo Annual \, \ Chance Flood Hazard-one o \\ \ ~`\ Area with Reduced Flood Risk due to� _ \ o \ 410\000Levee.See Notes.Zone. OTHER AREAS OF \ FLOOD HAZARD ` Area with Flood Risk due to Lev \\ _ Na SCREEN Area of Minimal Flood Hazard more Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone D GENERAL ---- Channel,Culvert,or Storm Sewer STRUCTURE ii�i�i � 0 Levee Dike or Flaadwall _ _ � S 1 ME \ .��,® \ \\ � \ 20.2 O ~ " Cross Sections with 1lo Annual Chance Water Surface Elevation s- Coastal Transect Y y _4{snnrvy ,� Base Flood Elevation Line{BFE} Limit of Study ri - ���� ��\ `\ � �\��\ `� � Jurisdiction Boundar m Coastal Transect Baseline s OTHER - Profile Baseline FEATURES Hydrographic Feature ti \ \ o \\\ Digital Data Available N No Digital Data Available al ` \\ \. \\ MAP PANELS Unmapped '~ \ The in displayed n h m i napproximate e p d sp ayed o the map s a \ �\ point selected by the user and does not represent - o an authoritative property location. This map complies with FEMA's standards for the use of \� digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap s` oy accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map I \ \ \ was exported on /f2025 at 2.47 Ply and does not reflect changes or amendments subsequent to this date and �N time.The NFHL and effective information may change or become superseded by new data over time. FIGURE 2 FEMA MAP o SOLAR CARPORT 203 TURNPIKE STREET Nobis Group® NORTH ANDOVER,MA o o o soo soo 55 Technology Drive 2_ Lowell,MA 01851 DRAWN BY: HAA CHECKED BY: JR GRAPHIC SCALE T(978)683-0891 o www.nobis-group.com PROJECT NO. 101015.040 DATE: MARCH 2O26 � t a a. _. N - 04 \ \ N s o Map Unit Legend CD Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI \ ����� ��� �� 310A Woodbridge fine sandy loam,0 - 0.6 FIGURE 3 _ 11.1°Iff ��\ \\ Q to 3 percent slopes - N RCS SOIL MAP Z 310B Woodbridge fine sandy loam,3 1.3 32.3°la to 8 percent slopes o so' iso SOLAR CARPORT 311B Woodbridge fine sandy loam,0 0.8 19.3% GRAPHIC SCALE 203 TURNPIKE STREET to 8 percent slopes,very NORTH ANDOVER,MA co stop Nobis Group® y 55 Technology Drive 405B Charlton fine sandy loam,3 to 8 0.9 20.8°la Lowell,MA 01851 DRAWN BY: HAA CHECKED BY: JR percent slopes T(978)683-0891 www.nobis-group.com PROJECT NO. 101015.040 DATE: MARCH 2O26 LEGEND Wilt WATERSHED BOUNDARY BUILDING amm PAVEMENT/IMPERVIOUS nobI OPEN SPACE Nobis Group 55 Technology Drive WOOD/GRASS COMBINATION Lowell,MA 01851 T(978)683-0891 www.nobis-group.com NOTES: --_,- 1. SOIL ON-SITE HAVE BEEN DESIGNATED TO BE HYDROLOGIC SOIL GROUP C TO BE CONSERVATIVE. S _ _ _ V_ __ 2. IN AREAS WHERE T.WAS CALCULATED AS LESS THAN 5 TURNRKE _ MINUTES,"DIRECT ENTRY"METHOD WAS USED IN THE HYDROCAD MODEL.THESE T.LINES ARE NOT SHOWN - - CCE t =1 — Y F r CC`*- R _ A-P'Gx t, F L.CA(G = C 07 S \\ — 1�A ,U .SIN 3Y#_537 1C, 3L _5160„C. IN 3K#-,5-,'=�.S90 t 4— ` P� '{ t co #2G` �, '1- _— — v O \ r" Y. /- STY D 2C—v O 5.O = C, _ }— _ SOLAR CARPORT CC M3 �� - - Iylt - A CS 7 PEAK FLOWS - — 1 2-YEAR=7.18 CFs 3 �TOTAL AREA=8,a78 SF o'J� t 203 TURNPIKE STREET 10-YEAR=11.77 CFS l �l "{ NORTH ANDOVER,MA 01845 TOTAL IMP.=61,165 SF#. -L 25-YEAR 15.38 CFS ON=92 100-YEAR 22.75 CFS / _ Tc-6.0 MINUTES ` EX — ' IMH TOTAL AREA=1485492 SF l t- ,r j- \ -TOTAL IMP.=126,452 SF GN=95 t A- y Tc-6.0 MINUTES Cr='U v, `Y F-- v NO. DATE DESCRIPTION Ij l Y REVISIONS PEAK FLOWS j - 2-YEAR=13.93 CFS 1 1 t 0 40' 80' 10-YEAR=21.99 CFS 1`_ r _ 25-YEAR=28.32 CFS - GRAPHIC SCALE ` 100-YEAR 41.34 CFS At DATE: MARCH2O26 NOBIS PROJECT NO.101015.000 s DRAWN BY HAA CHECKED BY: JR J- t CAD DRAWING FILE: E Existing Watershed Plan.dwg SHEET TITLE EXISTING WATERSHED z PLAN SHEET FIGURE 4 LEGEND Wilt WATERSHED BOUNDARY BUILDING amm PAVEMENT/IMPERVIOUS nobis OPEN SPACE Nobis Group 55 Technology Drive WOOD/GRASS COMBINATION Lowell,MA 01851 T(978)683-0891 www.nobis-group.com NOTES: --_,- 1. SOIL ON-SITE HAVE BEEN DESIGNATED TO BE HYDROLOGIC SOIL GROUP C TO BE CONSERVATIVE. S _ _ _ V_ __ 2. IN AREAS WHERE Tc WAS CALCULATED AS LESS THAN 5 TURNRKE _ MINUTES,"DIRECT ENTRY"METHOD WAS USED IN THE HYDROCAD MODEL.THESE Tc LINES ARE NOT SHOWN - - CCE t =1 r CC`*- R _ A-P'Gx t, F A'I- 2 j 569 S. ANDAD _ _0CA L.CA(G = C S \\} — A-)- .SIN 3Y#_53-'C,#9L u.3160„C. II uK�f,5-,=�.S90 t 4— 'j 5=- co #2G` 1F _— — v O D S5 n1C"_=S( 2( n= _ }— _ r SOLAR CARPORT x m- PEAK FLOWS - zo° 203 TURNPIKE STREET 2-YEAR=7.18 CFS — G NORTH ANDOVER,MA 01845 r t 10 YEAR-11.77 CFS l 25-YEAR 15.38 CFS TOTAL AREA=83,078 SF _ = 100 YEAR 22.75 CFS / TOTAL IMP.=61,165 SF PR' 2 CN=92 w'w 'A Tc=6.0 MINUTES _ c _ v TOTAL AREA®14SA92 SF fr 'TC Z TOTAL IMP.=126,452 SF Ej LF CN=95 y - y N x F Tc 6.4 MINUTES m r� 1 1 1 _ ✓ � _ %' j / ND =tx__ l v —---- I -ter``jDMH _ ' _1 - NO. DATE DESCRIPTION M - _ l REVISIONS - = PEAK FLOWS j 2-YEAR=13.93 CFS 1 1 t 0 40' 80' -- 10-YEAR=21.99 CFS r _ 25-YEAR=28.32 CFS - GRAPHIC SCALE ` 100-YEAR 41.34 CFS At DATE: MARCH 2O26 tJ, NOBIS PROJECT NO.101015.000 DRAWN BY HAA 1_ _ \F CHECKED BY: JR J- t CAD DRAWING FILE: E Proposed Watershed Plan.dwg SHEET TITLE PROPOSED WATERSHED z PLAN SHEET FIGURE 5 III. APPENDICIES APPENDIX A Mass Check List This Page Intentionally Left Blank Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, theStormwater Report ormwaer e (which sou provide more substantive and detailed information use only the tabp ( p ) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature . F kAS AN P 1o1ll. rM CIVIL No. 5704 ' wwAa 3/4/2 6 Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development 0 Redevelopment ❑ Mix of New Development and Redevelopment swcheck.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: 0 No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) N Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges 0 No new untreated discharges ❑ Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ❑ Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. 0 Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge X❑ Soil Analysis provided. ❑ Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static El Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume. x❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: X❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑x Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ❑ Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checki'Ist f Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ❑ The BMP is sized (and calculations provided) based on: ❑ The 1/2" or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑x All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable EK The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path x❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. x❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; 0 Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑x The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ❑x The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: x❑ Name of the stormwater management system owners; 0 Party responsible for operation and maintenance; 0 Schedule for implementation of routine and non-routine maintenance tasks; 0 Plan showing the location of all stormwater BMPs maintenance access areas; 0 Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and 0 Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑X An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 Appendix B NRCS Soils Report This Page Intentionally Left Blank USIA United States A product of the National Custom Soil Resource °II Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of CS Agriculture and other Essex o u n Federal agencies, State Natural agencies including the Resources Agricultural Experiment Massachusetts, Conservation Stations and local Service participants Northern ar l ai r 1 /� Illlll �I l/ r I r 0 I r 1 r,`ilkl i i I G September 5, 2025 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey 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 HowSoil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Essex County, Massachusetts, Northern Part................................................ 13 310A Woodbridge fine sandy loam, 0 to 3 percent slopes....................... 13 310B Woodbridge fine sandy loam, 3 to 8 percent slopes....................... 14 311 B Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony..... 16 40513 Charlton fine sandy loam, 3 to 8 percent slopes............................. 17 651 Udorthents, smoothed....................................................................... 19 References............................................................................................................21 4 How So'll Surve 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 Custom Soil Resource Report Soil MapLn o ° ° 325540 325570 325600 325630 325660 325690 325720 325750 325780 325810 325840 420 40'27"N g \I- I - \I \ \\\ 420 40'27"N ,r CO C) NOW � s e 5 \\ � - V�li I r a _ \\ �_ a - - ti S=oil IV1ap a not be valid at this scale--. �\` \�\ �� = ° " 42 40 20 N N � � 420 40'20"N 325540 325570 325600 325630 325660 325690 325720 325750 325780 325810 325840 C.n o Map Scale:1:1,530 if printed on A landscape(11"x 8.5")sheet. N Meters °� N 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) laeg Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15 800. Stony Spot Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. y Wet Spot Soil Map Unit Lines - Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil Soil Map Unit Points � g pp g y _ 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 Blowout Water Features scale. Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot Rails measurements. A Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: r Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) 4 AlLandfill 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. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Essex County, Massachusetts, Northern Part Saline Spot Survey Area Data: Version 20,Aug 27,2024 £-- 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: Mar 1,2023—Sep 1, Slide or Slip 2023 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 MapLegendUnit Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 310A Woodbridge fine sandy loam,0 0.5 11.1% to 3 percent slopes 310B Woodbridge fine sandy loam,3 1.3 32.3% to 8 percent slopes 311 B Woodbridge fine sandy loam,0 0.8 19.3% to 8 percent slopes,very stony 405B Charlton fine sandy loam,3 to 8 0.9 20.8% percent slopes 651 Udorthents,smoothed 0.7 16.6% Totals for Area of Interest 4.1 100.0% MapDescriptionsUnit 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 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. 11 Custom Soil Resource Report 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 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. 12 Custom Soil Resource Report Essex County, Massachusetts, Northern Part 310A—Woodbridge fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2w686 Elevation: 0 to 1,420 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Woodbridge and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge Setting Landform: Ground moraines, hills, drumlins Landform position (two-dimensional): Summit, footslope Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Ap- 0 to 7 inches: fine sandy loam Bw1 - 7 to 18 inches: fine sandy loam Bw2- 18 to 30 inches: fine sandy loam Cd-30 to 65 inches: gravelly fine sandy loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:20 to 39 inches to densic material Drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.14 in/hr) Depth to water table:About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F144AY037MA- Moist Dense Till Uplands Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Paxton Percent of map unit: 7 percent Landform: Ground moraines, hills, drumlins Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex, linear Across-slope shape: Convex Hydric soil rating: No Ridgebury Percent of map unit: 6 percent Landform: Depressions, ground moraines, drainageways, drumlins, hills Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Head slope, base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Whitman, extremely stony Percent of map unit: 1 percent Landform: Drainageways, depressions Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Sutton Percent of map unit: 1 percent Landform: Ground moraines, hills Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 31013—Woodbridge fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2t2gl Elevation: 0 to 1,470 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Woodbridge, fine sandy loam, and similar soils: 82 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transects of the mapunit. 14 Custom Soil Resource Report Description of Woodbridge, Fine Sandy Loam Setting Landform: Ground moraines, drumlins, hills Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Ap -0 to 7 inches: fine sandy loam Bw1 - 7 to 18 inches: fine sandy loam Bw2- 18 to 30 inches: fine sandy loam Cd-30 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature:20 to 39 inches to densic material Drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low (0.00 to 0.14 i n/h r) Depth to water table:About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F144AY037MA- Moist Dense Till Uplands Hydric soil rating: No Minor Components Paxton Percent of map unit: 10 percent Landform: Drumlins, ground moraines, hills Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest Down-slope shape: Convex, linear Across-slope shape: Convex Hydric soil rating: No Ridgebury Percent of map unit:8 percent Landform: Depressions, ground moraines, hills, drainageways Landform position (two-dimensional):Toeslope, backslope, footslope Landform position (three-dimensional): Base slope, head slope, dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 15 Custom Soil Resource Report 311 B—Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2t2q r Elevation: 0 to 1,440 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Woodbridge, very stony, and similar soils: 82 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge, Very Stony Setting Landform: Ground moraines, hills, drumlins Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A -2 to 9 inches: fine sandy loam Bwl - 9 to 20 inches: fine sandy loam Bw2-20 to 32 inches: fine sandy loam Cd-32 to 67 inches: gravelly fine sandy loam Properties and qualities Slope: 0 to 8 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 19 to 27 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s 16 Custom Soil Resource Report Hydrologic Soil Group: C/D Ecological site: F144AY037MA- Moist Dense Till Uplands Hydric soil rating: No Minor Components Paxton, very stony Percent of map unit: 10 percent Landform: Ground moraines, hills, drumlins Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Side slope, crest Down-slope shape: Convex, linear Across-slope shape: Linear, convex Hydric soil rating: No Ridgebury, very stony Percent of map unit: 8 percent Landform: Hills, drainageways, drumlins, depressions, ground moraines Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Head slope, base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 40513—Charlton fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2whOn Elevation: 0 to 1,440 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Charlton and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton Setting Landform: Ridges, ground moraines, hills Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest Down-slope shape: Convex, linear Across-slope shape: Convex Parent material: Coarse-loamy melt-out till derived from granite, gneiss, and/or schist 17 Custom Soil Resource Report Typical profile Ap -0 to 7 inches: fine sandy loam Bw- 7 to 22 inches: gravelly fine sandy loam C-22 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 i n/h r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F144AY034CT-Well Drained Till Uplands Hydric soil rating: No Minor Components Sutton Percent of map unit:8 percent Landform: Hills, ground moraines Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Paxton Percent of map unit:5 percent Landform: Ground moraines, hills, drumlins Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Side slope, crest Down-slope shape: Convex, linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Chatfield Percent of map unit: 1 percent Landform: Ridges, hills Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest 18 Custom Soil Resource Report Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No 651—Udorthents, smoothed Map Unit Setting National map unit symbol: vjwk Elevation: 0 to 3,000 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature: 43 to 54 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material: Excavated and filled land loamy and/or excavated and filled land sandy and gravelly Typical profile H1 -0 to 6 inches: variable H2- 6 to 60 inches: variable Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Capacity of the most limiting layer to transmit water(Ksat): Moderately low to very high (0.06 to 20.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Hydric soil rating: U n ra n ked Minor Components Urban land Percent of map unit: 10 percent Hydric soil rating: U n ra n ked Beaches Percent of map unit:8 percent 19 Custom Soil Resource Report Hydric soil rating: Unranked Dumps Percent of map unit: 2 percent Hydric soil rating: Unranked 20 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/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11 th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_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=nres 142p2_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/l and use/rangepasture/?cid=stelprdb1043084 21 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 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=nres 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.nres.usda.gov/Internet/FSE_DOCUMENTS/nresl42p2_052290.pdf 22 Appendix C Pre-Development Hydrologic Computations This Page Intentionally Left Blank EX-1 EX�/. 4 bcat EX-1 Subcat EX-2 POA-1 POA-2 Wetland 1 (West) Wetland 2 (South SubCat Reach Pond Link Routing Diagram for Existing HydroCAD Model Prepared by Nobis Engineering Inc, Printed 2/27/2026 HydroCAD®10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Existing HydroCAD Model Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 265923 79 50-75% Grass cover, Fair, HSG C (EX-1, EX-2) 1621170 98 Paved parking, HSG C (EX-1, EX-2) 255446 98 Roofs, HSG C (EX-1, EX-2) 175030 73 Woods, Fair, HSG C (EX-1, EX-2) 2315569 94 TOTAL AREA Existing HydroCAD Model Type 11 24-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 3 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX-1: Subcat EX-1 Runoff Area=83,077 sf 73.62% Impervious Runoff Depth>2.15" Tc=6.0 min CN=92 Runoff=7.18 cfs 14,871 cf SubcatchmentEX-2: Subcat EX-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>2.42" Tc=6.0 min CN=95 Runoff=13.93 cfs 29,995 cf Link POA-1:Wetland 1 (West) Inflow=7.18 cfs 14,871 cf Primary=7.18 cfs 14,871 cf Link POA-2:Wetland 2 (South) Inflow=13.93 cfs 29,995 cf Primary=13.93 cfs 29,995 cf Total Runoff Area = 231,569 sf Runoff Volume = 44,865 cf Average Runoff Depth = 2.32" 18.98% Pervious = 43,952 sf 81.02% Impervious = 187,617 sf Existing HydroCAD Model Type // 24-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EX-1: Subcat EX-1 Runoff = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf, Depth> 2.15" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.14" Area (sf) CN Description 117070 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 501043 98 Paved parking, HSG C 0 98 Paved parking, HSG C 837077 92 Weighted Average 217912 26.38% Pervious Area 617165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EX-2: Subcat EX-2 Runoff = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf, Depth> 2.42" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.14" Area (sf) CN Description 147376 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 51228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 27728 73 Woods, Fair, HSG C 1127048 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 227040 14.84% Pervious Area 1267452 85.16% Impervious Area Existing HydroCAD Model Type 1124-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,077 sf, 73.62% Impervious, Inflow Depth > 2.15" for 2-Year event Inflow = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf Primary = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 2.42" for 2-Year event Inflow = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf Primary = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX-1: Subcat EX-1 Runoff Area=83,077 sf 73.62% Impervious Runoff Depth>3.64" Tc=6.0 min CN=92 Runoff=11.77 cfs 25,214 cf SubcatchmentEX-2: Subcat EX-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>3.93" Tc=6.0 min C N=95 Runoff=21.99 cfs 48,639 cf Link POA-1:Wetland 1 (West) Inflow=11.77 cfs 25,214 cf Primary=11.77 cfs 25,214 cf Link POA-2:Wetland 2 (South) Inflow=21.99 cfs 48,639 cf Primary=21.99 cfs 48,639 cf Total Runoff Area = 231,569 sf Runoff Volume = 73,853 cf Average Runoff Depth = 3.83" 18.98% Pervious = 43,952 sf 81.02% Impervious = 187,617 sf Existing HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment EX-1: Subcat EX-1 Runoff = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf, Depth> 3.64" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.79" Area (sf) CN Description 111070 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 501043 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831077 92 Weighted Average 211912 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EX-2: Subcat EX-2 Runoff = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf, Depth> 3.93" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.79" Area (sf) CN Description 141376 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 112,048 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Existing HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,077 sf, 73.62% Impervious, Inflow Depth > 3.64" for 10-Year event Inflow = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf Primary = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 3.93" for 10-Year event Inflow = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf Primary = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing HydroCAD Model Type 1124-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX-1: Subcat EX-1 Runoff Area=83,077 sf 73.62% Impervious Runoff Depth>4.84" Tc=6.0 min CN=92 Runoff=15.38 cfs 33,491 cf SubcatchmentEX-2: Subcat EX-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>5.12" Tc=6.0 min CN=95 Runoff=28.32 cfs 63,412 cf Link POA-1:Wetland 1 (West) Inflow=15.38 cfs 33,491 cf Primary=15.38 cfs 33,491 cf Link POA-2:Wetland 2 (South) Inflow=28.32 cfs 63,412 cf Primary=28.32 cfs 63,412 cf Total Runoff Area = 231,569 sf Runoff Volume = 96,903 cf Average Runoff Depth = 5.02" 18.98% Pervious = 43,952 sf 81.02% Impervious = 187,617 sf Existing HydroCAD Model Type 11 24-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment EX-1: Subcat EX-1 Runoff = 15.38 cfs @ 11.96 hrs, Volume= 33,491 cf, Depth> 4.84" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 111070 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 501043 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831077 92 Weighted Average 211912 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EX-2: Subcat EX-2 Runoff = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf, Depth> 5.12" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 141376 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 112,048 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Existing HydroCAD Model Type 11 24-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,077 sf, 73.62% Impervious, Inflow Depth > 4.84" for 25-Year event Inflow = 15.38 cfs @ 11.96 hrs, Volume= 33,491 cf Primary = 15.38 cfs @ 11.96 hrs, Volume= 33,491 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 5.12" for 25-Year event Inflow = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf Primary = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing HydroCAD Model Type/1 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 12 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX-1: Subcat EX-1 Runoff Area=83,077 sf 73.62% Impervious Runoff Depth>7.31" Tc=6.0 min CN=92 Runoff=22.75 cfs 50,617 cf SubcatchmentEX-2: Subcat EX-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>7.58" Tc=6.0 min CN=95 Runoff=41.34 cfs 93,841 cf Link POA-1:Wetland 1 (West) Inflow=22.75 cfs 50,617 cf Primary=22.75 cfs 50,617 cf Link POA-2:Wetland 2 (South) Inflow=41.34 cfs 93,841 cf Primary=41.34 cfs 93,841 cf Total Runoff Area = 231,569 sf Runoff Volume = 144,458 cf Average Runoff Depth = 7.49" 18.98% Pervious = 43,952 sf 81.02% Impervious = 187,617 sf Existing HydroCAD Model Type 11 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment EX-1: Subcat EX-1 Runoff = 22.75 cfs @ 11.96 hrs, Volume= 50,617 cf, Depth> 7.31" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.81" Area (sf) CN Description 111070 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 501043 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831077 92 Weighted Average 211912 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EX-2: Subcat EX-2 Runoff = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf, Depth> 7.58" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.81" Area (sf) CN Description 141376 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 112,048 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Existing HydroCAD Model Type/1 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,077 sf, 73.62% Impervious, Inflow Depth > 7.31" for 100-Year event Inflow = 22.75 cfs @ 11.96 hrs, Volume= 50,617 cf Primary = 22.75 cfs @ 11.96 hrs, Volume= 50,617 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 7.58" for 100-Year event Inflow = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf Primary = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Post-Development Hydrologic Computations This Page Intentionally Left Blank PR-1 PR�4 Su cat PR-1 Subcat PR-2 -00�� POA-1 POA-2 Wetland 1 (West) Wetland 2 (South SubCat Reach Pond Link Routing Diagram for Proposed HydroCAD Model Prepared by Nobis Engineering Inc, Printed 2/27/2026 HydroCAD®10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Proposed HydroCAD Model Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 265924 79 50-75% Grass cover, Fair, HSG C (PR-1, PR-2) 1541783 98 Paved parking, HSG C (PR-1, PR-2) 325834 98 Roofs, HSG C (PR-1, PR-2) 175029 73 Woods, Fair, HSG C (PR-1, PR-2) 2315570 94 TOTAL AREA Proposed HydroCAD Model Type 11 24-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 3 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPR-1: Subcat PR-1 Runoff Area=83,078 sf 73.62% Impervious Runoff Depth>2.15" Tc=6.0 min CN=92 Runoff=7.18 cfs 14,871 cf SubcatchmentPR-2: Subcat PR-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>2.42" Tc=6.0 min CN=95 Runoff=13.93 cfs 29,995 cf Link POA-1:Wetland 1 (West) Inflow=7.18 cfs 14,871 cf Primary=7.18 cfs 14,871 cf Link POA-2:Wetland 2 (South) Inflow=13.93 cfs 29,995 cf Primary=13.93 cfs 29,995 cf Total Runoff Area = 231,570 sf Runoff Volume = 44,866 cf Average Runoff Depth = 2.32" 18.98% Pervious = 43,953 sf 81.02% Impervious = 187,617 sf Proposed HydroCAD Model Type // 24-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment PR-1: Subcat PRA Runoff = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf, Depth> 2.15" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.14" Area (sf) CN Description 117070 98 Roofs, HSG C 5,747 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 147301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 441296 98 Paved parking, HSG C 0 98 Paved parking, HSG C 837078 92 Weighted Average 217913 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PR-2: Subcat PR-2 Runoff = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf, Depth> 2.42" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.14" Area (sf) CN Description 147376 98 Roofs, HSG C 789 98 Roofs, HSG C 852 98 Roofs, HSG C 51958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 27217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 1107407 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 227040 14.84% Pervious Area 1267452 85.16% Impervious Area Proposed HydroCAD Model Type 1124-hr 2-Year Rainfall=3.14" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,078 sf, 73.62% Impervious, Inflow Depth > 2.15" for 2-Year event Inflow = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf Primary = 7.18 cfs @ 11.97 hrs, Volume= 14,871 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 2.42" for 2-Year event Inflow = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf Primary = 13.93 cfs @ 11.96 hrs, Volume= 29,995 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPR-1: Subcat PR-1 Runoff Area=83,078 sf 73.62% Impervious Runoff Depth>3.64" Tc=6.0 min CN=92 Runoff=11.77 cfs 25,214 cf SubcatchmentPR-2: Subcat PR-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>3.93" Tc=6.0 min C N=95 Runoff=21.99 cfs 48,639 cf Link POA-1:Wetland 1 (West) Inflow=11.77 cfs 25,214 cf Primary=11.77 cfs 25,214 cf Link POA-2:Wetland 2 (South) Inflow=21.99 cfs 48,639 cf Primary=21.99 cfs 48,639 cf Total Runoff Area = 231,570 sf Runoff Volume = 73,853 cf Average Runoff Depth = 3.83" 18.98% Pervious = 43,953 sf 81.02% Impervious = 187,617 sf Proposed HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment PR-1: Subcat PR-1 Runoff = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf, Depth> 3.64" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.79" Area (sf) CN Description 111070 98 Roofs, HSG C 5,747 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 441296 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831078 92 Weighted Average 211913 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PR-2: Subcat PR-2 Runoff = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf, Depth> 3.93" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.79" Area (sf) CN Description 141376 98 Roofs, HSG C 789 98 Roofs, HSG C 852 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 1107407 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Proposed HydroCAD Model Type 11 24-hr 10-Year Rainfall=4.79" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,078 sf, 73.62% Impervious, Inflow Depth > 3.64" for 10-Year event Inflow = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf Primary = 11.77 cfs @ 11.96 hrs, Volume= 25,214 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 3.93" for 10-Year event Inflow = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf Primary = 21.99 cfs @ 11.96 hrs, Volume= 48,639 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed HydroCAD Model Type 1124-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPR-1: Subcat PR-1 Runoff Area=83,078 sf 73.62% Impervious Runoff Depth>4.84" Tc=6.0 min CN=92 Runoff=15.38 cfs 33,492 cf SubcatchmentPR-2: Subcat PR-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>5.12" Tc=6.0 min CN=95 Runoff=28.32 cfs 63,412 cf Link POA-1:Wetland 1 (West) Inflow=15.38 cfs 33,492 cf Primary=15.38 cfs 33,492 cf Link POA-2:Wetland 2 (South) Inflow=28.32 cfs 63,412 cf Primary=28.32 cfs 63,412 cf Total Runoff Area = 231,570 sf Runoff Volume = 96,904 cf Average Runoff Depth = 5.02" 18.98% Pervious = 43,953 sf 81.02% Impervious = 187,617 sf Proposed HydroCAD Model Type 11 24-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PR-1: Subcat PR-1 Runoff = 15.38 cfs @ 11.96 hrs, Volume= 33,492 cf, Depth> 4.84" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 111070 98 Roofs, HSG C 5,747 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 441296 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831078 92 Weighted Average 211913 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PR-2: Subcat PR-2 Runoff = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf, Depth> 5.12" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 141376 98 Roofs, HSG C 789 98 Roofs, HSG C 852 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 1107407 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Proposed HydroCAD Model Type 11 24-hr 25-Year Rainfall=6.10" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,078 sf, 73.62% Impervious, Inflow Depth > 4.84" for 25-Year event Inflow = 15.38 cfs @ 11.96 hrs, Volume= 33,492 cf Primary = 15.38 cfs @ 11.96 hrs, Volume= 33,492 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 5.12" for 25-Year event Inflow = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf Primary = 28.32 cfs @ 11.96 hrs, Volume= 63,412 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed HydroCAD Model Type/1 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 12 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPR-1: Subcat PR-1 Runoff Area=83,078 sf 73.62% Impervious Runoff Depth>7.31" Tc=6.0 min CN=92 Runoff=22.75 cfs 50,618 cf SubcatchmentPR-2: Subcat PR-2 Runoff Area=148,492 sf 85.16% Impervious Runoff Depth>7.58" Tc=6.0 min CN=95 Runoff=41.34 cfs 93,841 cf Link POA-1:Wetland 1 (West) Inflow=22.75 cfs 50,618 cf Primary=22.75 cfs 50,618 cf Link POA-2:Wetland 2 (South) Inflow=41.34 cfs 93,841 cf Primary=41.34 cfs 93,841 cf Total Runoff Area = 231,570 sf Runoff Volume = 144,459 cf Average Runoff Depth = 7.49" 18.98% Pervious = 43,953 sf 81.02% Impervious = 187,617 sf Proposed HydroCAD Model Type 11 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PR-1: Subcat PR-1 Runoff = 22.75 cfs @ 11.96 hrs, Volume= 50,618 cf, Depth> 7.31" Routed to Link POA-1 : Wetland 1 (West) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.81" Area (sf) CN Description 111070 98 Roofs, HSG C 5,747 98 Roofs, HSG C 3,627 79 50-75% Grass cover, Fair, HSG C 308 79 50-75% Grass cover, Fair, HSG C 3,677 79 50-75% Grass cover, Fair, HSG C 141301 73 Woods, Fair, HSG C 52 98 Paved parking, HSG C 0 98 Paved parking, HSG C 441296 98 Paved parking, HSG C 0 98 Paved parking, HSG C 831078 92 Weighted Average 211913 26.38% Pervious Area 611165 73.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PR-2: Subcat PR-2 Runoff = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf, Depth> 7.58" Routed to Link POA-2 : Wetland 2 (South) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.81" Area (sf) CN Description 141376 98 Roofs, HSG C 789 98 Roofs, HSG C 852 98 Roofs, HSG C 5,958 79 50-75% Grass cover, Fair, HSG C 5,118 79 50-75% Grass cover, Fair, HSG C 5,228 79 50-75% Grass cover, Fair, HSG C 2,217 79 50-75% Grass cover, Fair, HSG C 791 79 50-75% Grass cover, Fair, HSG C 2,728 73 Woods, Fair, HSG C 1107407 98 Paved parking, HSG C 28 98 Paved parking, HSG C 1487492 95 Weighted Average 221040 14.84% Pervious Area 1267452 85.16% Impervious Area Proposed HydroCAD Model Type/1 24-hr 100-Year Rainfall=8.81" Prepared by Nobis Engineering Inc Printed 2/27/2026 HydroCAD® 10.20-3h s/n 00877 ©2024 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link POA-1: Wetland 1 (West) Inflow Area = 83,078 sf, 73.62% Impervious, Inflow Depth > 7.31" for 100-Year event Inflow = 22.75 cfs @ 11.96 hrs, Volume= 50,618 cf Primary = 22.75 cfs @ 11.96 hrs, Volume= 50,618 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link POA-2: Wetland 2 (South) Inflow Area = 148,492 sf, 85.16% Impervious, Inflow Depth > 7.58" for 100-Year event Inflow = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf Primary = 41.34 cfs @ 11.96 hrs, Volume= 93,841 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs APPENDIX D Operation and Maintenance Plan (O & M Plan) This Page Intentionally Left Blank t 1IU %Iftw IYI n,obis .............. ........................ ...................... ........ .............. .................................................. /'/.......... .................../ 1R / r / r i r r u ,,,,,;,r, SOLAR CARPORT 203 TURNPIKE STREET NORTH ANDOVER, MA 01845 FOR AC Development, LLC Andrew Kellar 7295 Surf bird Circle Carlsbad, CA 92008 BY NOBIS GROUP@ u I uuV� h,�� � Sul "IIIVomu � umiiu°1"uuuum uuml� um �'w uuul m �lm Nobis Project No. 101015.000 MARCH 5, 2026 www.nobis-group.com This Page Intentionally Left Blank TABLE OF CONTENTS Introduction Section 1 -Stormwater Management System— Operations and Maintenance Section 2 - Illicit Discharge Statement Appendices Appendix A - Maintenance and Inspection Forms Activity Guide Comprehensive Annual Evaluation and Inspection Report Annual Training Signoff Sheet Weekly Inspection Checklist Monthly Inspection Checklist Quarterly Inspection Checklist Semi-Annually Inspection Checklist Spill and Leak History CDS Stormwater Treatment Unit Operations and Maintenance Guidelines Operations and Maintenance Plan INTRODUCTION This Operations and Maintenance Plan has been prepared to ensure that the existing stormwater management system for 203 Turnpike Street—North Andover, MA functions properly and to develop and carry out suitable practices for source control and pollution prevention. It consists of five sections: Section 1 - Stormwater Management System-Operations and Maintenance, which describes the various components of the stormwater management system, identifies the inspection and maintenance tasks to be undertaken and a schedule for implementing these tasks to insure the proper, long-term operation of the system. Section 2 - Long Term Pollution Prevention Plan which identifies and implements suitable measures, practices and procedures for source control and pollution prevention. Section 3 - Illicit Discharge Statement. Section 4 - Snow Management and Disposal Plan which describes how snow removal will be managed and de-icing operations performed. Section 5 - Public Safety Features which lists features of the stormwater management system to insure the safety of the public. 1 SECTION 1 — STORMWATER MANAGEMENT SYSTEM- OPERATION AND MAINTENANCE The objectives of the stormwater management system are to effectively control and treat stormwater runoff from the site in accordance with the Massachusetts Stormwater Management Standards. To accomplish this objective, the following Best Management Practices (BMPs) are included in 203 Turnpike Street—North Andover MA stormwater management system: Pre-treatment BMPs • Existing Catch Basins with Hooded Outlets installed to reduce the discharge of sediment and pollutants. Accessory BMPs • Install rip rap overflow controls at new outlets to provide energy dissipation and reduce scour. To ensure the ongoing and proper functioning of the on-site stormwater management system/BMPs, this Operations and Maintenance Plan has been developed. In consideration of the foregoing, it is the ongoing responsibility of the Landowner, his successors and assignees to adequately maintain the on-site stormwater management/BMP facilities. Adequate maintenance is herein defined as good working condition so that these facilities are performing their design functions. Based on this, the Landowner, his successors and assignees are required to create a Pollution Prevention Team (PPT) that will be responsible for implementing the Operations and Maintenance Plan. 2 Property Information Address: 203 Turnpike Street North Andover MA 01845 Landowner and Pollution Prevention Team Leader Owner's Name: North Andover Office Park Condominium Trust Team Leader: Dan Bluestein Title: President of Trust Email: dbluesteinkgmail.com v Responsibilities: Coordinate all aspects of the Operations and Maintenance Plan, coordinate and hire the other Pollution Prevention team members in order to conduct inspections, keep all records, co-ordinate with contractors for maintenance and repairs of the stormwater management system. Spill Prevention & Control Contractor The following contacts shall be notified only in those instances identified within MA DEP-310 CMR 40-subpart C. Primary Contact: Dan Bluestein Office Phone: 603-817-1175 Emergency Contact: Company Name: TBD Contact Name: TBD Emergency Phone: TBD Consultant Contact: Company Name: TBD Contact Name: TBD Phone: TBD Department of Environmental Protection (DEP) Contact Spill Emergency Coordinator Contact Name: TBD Phone: 617-792-7653 Municipal Contacts: Contact Name: Town of Walpole Engineering Department, Carl Balduf, Town Engineer Phone: 508-660-7213 Town of Walpole Fire Department, Timothy Bailey, JR., Chief Phone: 508-668-0260 Other Pollution Prevention Team Members 3 Member: Qualified Engineering and/or Environmental Consulting Firm(s) Responsibilities: Conduct scheduled inspections, maintain records, advise the Team Leader of maintenance needs, ensure inspection maintenance and repairs are completed, keep and maintain all records and inspection reports. Company Name(s): TBD Address: TBD Office Phone: TBD Team Member Training The Pollution Prevention Team Leader will coordinate an annual in-house training session with the qualified Engineering and/or Environmental Consulting Firm to discuss the Operations and Maintenance Plan, ongoing inspection and maintenance and preventative maintenance procedures. Annual training session will generally include the following: • Discuss the Operations and Maintenance Plan o What it is- identify potential sources of stormwater pollution and methods of reducing or eliminating that pollution o What it contains- emphasize good housekeeping measures and location of potential pollution sources. o Pollution Prevention Team-introduce the team and describe their responsibilities, explain that the objective is to continually monitor the stormwater management system and encourage input and assistance from all. • Review and explain the storm drainage system, how it works and its components, note the receiving resource area in which the storm drainage system discharges into and the role each one of these components play. • Emphasize the importance of maintaining current and up-to-date inspection reports and maintenance records of BMPs. Documentation shall include any changes to the O&M Plan's procedures to accommodate changes and revisions to BMPs. The components of the stormwater management system must be inspected, monitored and maintained in accordance with the following in order to ensure that the on-site stormwater management/BMPs for 203 Turnpike Street are functioning as designed. Routine inspection and proper maintenance of these individual components is essential to providing the long-term operation of the drainage system. 4 Deep Sump Catch Basins: Stormwater runoff from pavement areas is directed to catch basins via site grading and curbing. Catch basins are equipped with a deep (4ft) sump and a hood. The sumps are designed to capture sediment and coarse particles and the hoods prevent hydrocarbons and other floatable debris from entering the drainage system. To ensure proper functioning of catch basins, each will be inspected and maintained as follows: Inspection: Beginning of March, June, September and December. Structural damage and other malfunctions are to be noted and reported. Basins shall also be inspected after every major rain event (3.2 inches or greater in 24 hours) to ensure the grates are not clogged and are functioning properly. Maintenance: Catch basins to be pumped and cleaned when sump is half full of sediment. Cleaning shall be performed by a licensed contractor. Sediment and hydrocarbons will be properly handled and legally disposed of off-site in accordance with local, state, and federal guidelines and regulations. Any structural damage to catch basins and/or castings will be repaired upon discovery. Please refer to Appendix A for the Inspection Forms, which are to be used by the Pollution Prevention Team member responsible for conducting the scheduled inspections. 5 SECTION 2 - ILLICIT DISCHARGE STATEMENT These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The existing control measures which have been listed previously in this report will be strictly followed to ensure that no contamination of these non-storm water discharges takes place. Illicit discharges, if they exist currently, will be contained and eliminated in the manner specified by local, state and federal regulations, and will be prohibited in the proposed development. North Andover Office Park Condominium Trust 6 This Page Intentionally Left Blank Appendix A 203 Turnpike Street North Andover MA Maintenance and Inspection Forms This Page Intentionally Left Blank 203 Turnpike Street—North Andover MA Operation and Maintenance Plan Activity Guide The table below is a list of the minimum inspection and maintenance activities the Pollution Prevention Team needs to conduct for the Stormwater Operations and Management Plan and who is responsible for the activity. The Activity Guide is provided to assist the Pollution Prevention Team Leader and ensure that the activities are being conducted as scheduled. Timing Activity Responsible Par Weekly Inspect lot/land PPT Pet waste management PPT Monthly PPT PPT/Contractor Quarterly Inspect catch basins PPT PPT/Contractor Semi-Annually Clean catch basins, Contractor Contractor Contractor Annually Pollution Prevention Team training PPT Leader Comprehensive annual stormwater evaluation and PPT Leader inspection report Remove sediment and debris from outfall structures PPT/Contractor April S ring clean-up, sweeping PPT/Contractor Between Fall clean-up, sweeping PPT/Contractor November 14 and December 15 203 Turnpike Street—North Andover MA Operations and Maintenance Plan Comprehensive Annual Evaluation and Inspection Report Once a year, the Pollution Prevention Team Leader must inspect and evaluate all aspects and provisions of the Opeations and Maintenance Plan, complete the following report and keep a copy on file at the site. Inspector/Reviewers: Date of Inspection/Review: Note any changes to the Plan in the space below and in the appropriate section of the Plan. 1. Review the Pollution Prevention Team list and update if necessary. Does the Pollution Prevention Team list need updating? (circle one) Yes No 2. Review the Operations and Maintenance Plan(O&M Plan). Are there sections of the O&M Plan that need updating? (circle one) Yes No 3. Review Monthly and Weekly Checklists. Update these as necessary. -Are there any updates needed to Spill and Leak History and/or the checklists? (circle one) Yes No 4. Review site drawings and update if necessary - Are there updates needed to any of the drawings? (circle one) Yes No Requested Changes (attach revisions) 203 Turnpike Street—North Andover, MA Operations and Maintenance Plan Annual Training Signoff Sheet For each Operations and Maintenance Plan training session, the Team Leader should keep records of all attending Team Members using the signoff sheet below, as well as the training agenda, notes, etc. Training Date: Topic: Trainer: Team Member Name Team Member Signature 203 Turnpike Street—North Andover, MA Operations and Maintenance Plan Weekly Inspection Checklist The site will be checked each week for trash and debris by a member of the Pollution Prevention Team. If any trash or debris is observed in the specified area, write "yes" in the 2°d column and note the problem and corrective measures taken in the appropriate space. Make a new copy of this checklist each week. Date: Checklist completed by: GROUNDS AREA TO TRASH OR DEBRIS PRESENT? DESCRIPTION OF CORRECTIVE MEASURES CHECK PROBLEM TAKEN Parking Lot& Roadways Landscaped Areas Dumpster Areas Perimeter of Property 203 Turnpike Street—North Andover, MA Operations and Maintenance Plan Monthly Inspection Checklist The following will be checked each month for sources of pollutants by a member of the Pollution Prevention Team. If the condition in the"check for" column is observed, note the problem and corrective measures taken in the appropriate space. Make a new copy of the checklist each month. Date: Checklist completed by: LOCATION CHECK FOR... DESCRIPTION OF CORRECTIVE MEASURES PROBLEM (IF PRESENT) TAKEN 203 Turnpike Street—North Andover, MA Operations and Maintenance Plan Quarterly Inspection Checklist The following will be checked each quarter for sources of pollutants by a member of the Pollution Prevention Team. If the condition in the"check for" column is observed, note the problem and corrective measures taken in the appropriate space. Make a new copy of the checklist each month. Date: Checklist completed by: BMP CHECK FOR... DESCRIPTION OF CORRECTIVE MEASURES PROBLEM (IF PRESENT) TAKEN Catch Basins Trash, excessive sediment, oil sheen, hood(securely fastened) 203 Turnpike Street—North Andover, MA Operations and Maintenance Plan Annual Inspection Checklist The following will be checked each quarter for sources of pollutants by a member of the Pollution Prevention Team. If the condition in the"check for" column is observed, note the problem and corrective measures taken in the appropriate space. Make a new copy of the checklist each month. Date: Checklist completed by: BMP CLEAN AND REMOVE... DESCRIPTION OF CORRECTIVE MEASURES PROBLEM (IF PRESENT) TAKEN Pollution Prevention Prepare annual stormwater evaluation Team Training and inspection report