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2019-09-17 Drainage Report 5/16/19
DRAINAGE REPORT FOR THE MULTIFAMILY SITE DEVELOPMENT LOCATED AT 505 SUTTON STREET NORTH ANDOVER, MASSACHUSETTS MAY 16, 2019 SUBMITTED TO: TOWN OF NORTH ANDOVER PLANNING BOARD 120 MAIN STREET NORTH ANDOVER, MA 01845 APPLICANT: SUTTON STREET REDEVELOPMENT, LLC 231 SUTTON STREET NORTH ANDOVER, MA 01845 PREPARED BY: THE MORIN-CAMERON GROUP, INC. 66 ELM STREET DANVERS, MA 01923 •��i OF 44lq,q_ SCO'IT P. �N CAMERON o CiViL v o,47601 � r Table of Contents DRAINAGE REPORT NARRATIVE Page I. Executive Summary 1 II. Existing Site Description 1 Ili. Proposed Site Description 2 IV. Stormwater Management 2 A. Existing Watershed Characteristics 2 B. Proposed Watershed Characteristics 3 C. Hydrologic Analysis 5 D. Stormwater Management Standards 7 V. Conclusion g FIGURES ■ Figure 1: Ortho Map ■ Figure 2: USGS Locus Map ■ Figure 3: SCS Soils Map ■ Figure 4: FEMA Flood Map ■ Figure 5: Pre-Development Watershed Plan ■ Figure 6: Post-Development Watershed Plan APPENDICIES ■ APPENDIX A MassDEP Stormwater Management Report Checklist ■ APPENDIX B Existing Conditions Hydrologic Analysis Report ■ APPENDIX C Proposed Conditions Hydrologic Analysis Report ■ APPENDIX D Supplemental Stormwater Management Calculations ■ APPENDIX E Construction Phase Best Management Practices Plan ■ APPENDIX F Long Term Best Management Practices O&M Plan ■ APPENDIX G Test Boring Logs ■ Appendix H Illicit Discharge Compliance Statement ■ Appendix I TSS Removal Calculations North Andover Planning Department 1 May 16, 2019 DRAINAGE REPORT NARRATIVE 505 Sutton Street Multi-Family Site Development I. Executive Summary Sutton Street Redevelopment, LLC, the applicant, proposes to construct three multi-family residential buildings located at 505 Sutton Street in North Andover, Massachusetts. The project will include 136 residential units with surface and underground parking, landscaping improvements, stormwater management system and new utility infrastructure. Adjacent to the site, a senior center for the town of North Andover will be constructed by the town, which will share access with the proposed project. The subject parcels are shown on the Town of North Andover Assessor's Map.74, Lots 23, 24, & 54 which are situated in the Business 2 (B-2) Zoning District. An additional parcel (Map 74, Lot 25) is situated where the new senior center will be constructed, which is located in the Residential 4 (R-4) district. The easterly edge of the project site lies within the Watershed Protection District. The project will require Site Plan Approval through the North Andover Planning Board.As part of the project permitting, the proponent must demonstrate compliance with applicable stormwater best management practices and regulations. The following drainage narrative contains a description of existing and proposed site conditions, stormwater management design methodology and results summaries and other supplemental information in support of the stormwater best management system design. The stormwater management system design and site plan approval for the senior center property will be done by Devellis Zrein, Inc, under a separate cover, and therefore not discussed in this narrative. II. Existing Site Description The site for the multifamily development at 505 Sutton Street and the abutting senior center project consists of a total area of 222,294 (5.10 acres). The 505 Sutton Street site is currently developed, with an existing commercial building with associated parking, drainage, and utility infrastructure. The south and easterly portions of the parcel is undeveloped woods. There is a small off-site isolated wetland with an associated buffer zone on the southerly portion of the property. The site is bordered to the east by an existing restaurant, to the south and west by residential single-family dwellings, and to the north by Sutton Street and the Lawrence Municipal Airport. Refer to Figure 1: Ortho Map and Figure 2: USGS Locus Map for illustrations of the site and surrounding features. Grades on the site vary, with slopes ranging from 1% to 30%. The site has a high elevation of approximately 169.9 (southwesterly portion of the site) and low elevation of approximately 155 (China Blossom wall-easterly edge of site). Stormwater from the parking area is captured in an existing closed drainage system that leads to the municipal drainage system in Sutton Street. The runoff from the rear of the site flows overland towards China Blossom and the abutting residential properties. The majority of the site flows overland towards Sutton Street, Surrey Drive and the abutting parcels. In order to determine the stormwater impacts of the proposed project, the existing watershed of the subject property was analyzed. Soils on site are considered to be Urban Land, Hydrologic Soil Group (HSG) A, (602) and Paxton Fine Sandy Loam, 3-8% slopes, as defined in the Soil Resource Report for Essex County, Massachusetts, Southern Part Version 10 dated June 29, 2015 (See Figure 3: SCS Soils Map), Refer Borth Andover Planning Department 2 May 16, 2019 to the results of sail testing performed by The Morin-Cameron Group, Inc. for detailed sail conditions on the project site. The entire site is shown to be outside of Zone X on the FEMA Federal Insurance Rate Map (FIRM) 025009CO228F, dated July 3, 2012 (See Figure 4: FEMA Flood Map). III. Proposed Site Description The applicant proposes to construct three multifamily residential buildings and associated parking, landscaping and site features. The building footprint areas total approximately 42,250± sf. Building 1, which lies in the northern portion of the site, will have an underground garage with the entrance in the southeastern corner of the building. Buildings 2 and 3 will have a connected underground garage with the entrance on the northeasterly end of the Building 2. A patio will be constructed between Buildings 2 and 3.The remainder of the site, except undisturbed portions of the rear, will consist of paved driveways and parking lots, sidewalks and new landscaping. The buffer zone of an abutting isolated wetland extends onto the rear of the site, which will remain undisturbed to provide a landscaped visual buffer between the development and the residential properties on Surrey Drive. Infrastructure associated with the development of the site will include the removal and replacement of the existing water and sewer services and construction of stormwater management infrastructure with other associated utilities including fire protection service, natural gas, electrical, communications and fiber optic services. The proposed stormwater management system for the project will consist of various Best Management Practices("BMP's")techniques in both mitigating and renovating stormwater runoff. The entire stormwater system was designed in accordance with the Town of North Andover Stormwater Management and Erosion Control Regulations and the Massachusetts Stormwater Management Handbook ("Handbook"), which the Town of North Andover references in its regulations. The measures to be implemented at the site includes subsurface infiltration and detention systems utilizing concrete chambers, which provide mitigation and groundwater recharge; hydrodynamic separators, deep-sump hooded catch basins and sediment forebays to provide sediment and floatable oil entrapment, and landscaped areas to help maintain the infiltrative capacity of the site. Refer to the Grading & Drainage Plan and associated construction details for more information. The existing watershed characteristics, flow paths and drainage patterns were matched to the extent practicable in the proposed condition to demonstrate that there are no adverse impacts to adjacent properties at the design points. IV. Stormwater Management A. Existing Watershed Characteristics Stormwater runoff exits the site in the existing condition at five (5) distinct locations. The location where stormwater runoff leaves the site boundary is called the design point ("DP"). DP1 is the existing catch basin to the easterly portion of the site on Sutton Street. DP2 is the easterly edge of the site, the abutting parking lot of China Blossom. DP3 marks the limit of the project watershed at the edge of the multi-family residential development. DP4 is the abutting properties on the westerly portion of the site. DPS is the gutter line to the east of Sutton Street past the catch basin at DP1. The design points and the tributary watersheds (or subcatchments)are illustrated on Figure 5: Pre-Development Watershed Plan included herein. The table below lists the total area associated with each subcatchment area. North Andover Planning Department 3 May 16, 2019 Summary of Existing Subcatchments Proposed Drainage Area Total Area % Impervious Composite Curve (ES) (SF) Number ES1 61,614 58.8% 88 ES2 42,961 0.7% 72 ES3 32,851 51.63% 86 ES4 24,289 0% 71 ESS 3,534 0% 71 Total 165,249 (3.79 acres) 32.35% 80 Description of Existing Subcatchments The subcatchments analyzed in the existing condition can be described as follows: • Subcatchment ES1:Consists of the east curb cut and parking area, existing building, lawn and woods. This area flows overland and through existing drainage infrastructure in the parking area to the catch basin in Sutton Street (DP1). • Subcatchment ES2:This area consists of the southeasterly portion of the site.The existing ground cover is lawn, mulch and woods.This area flows overland to the abutting property to the east (DP2). • Subcatchment ES3: Consists of the west parking area and lawn at 505 Sutton Street. The existing ground cover consists of existing parking, lawn, and woodland. This area flows overland to the edge of the project development on the west side of the development site (DP3). • Subcatchment ES4: This area consists of the southwesterly portion of 505 Sutton Street. The ground cover consists of lawn, mulch and woodland. This area flows overland to the abutting residential yards the southwest-of the site (DP4). • Subcatchment ES5: This area consists of a small area of woods in the northeast of the site.This area flows overland to Sutton Street to the catch basin downstream of DP1 (DP5). S. Proposed Watershed Characteristics The proposed development of the site will maintain the design points identified in the existing watershed analysis, In order to understand and analyze the proposed development, smaller subcatchments were delineated to analyze stormwater impacts on more detailed scale. The table below provides the total drainage area and the percentage that will be impervious in the post-development condition, Summary of Proposed Subcatchments Proposed Drainage Area Total Area % Impervious Composite Curve (PS) (SF) Number Psi 28,091 88.7% 95 PS2 13,767 81.3% 94 PS3 8,641 72.6% 91 PS4 11,922 26.5% 80 PS5 11,526 58.0% 88 PS6 5,343 0% 74 PS7 2,666 0% 74 PS8 20,900 0% 74 PS8A 2,552 100% 98 PS9 17,961 100% 98 Psi 13,844 100% 98 North Andover Planning Department 4 May 16, 2019 Psi 15,214 100% 98 PS12 12,822 0% 74 Totals 165,249 (3.79 acres) 61.61% 89 Description of Proposed Subcatchments • Subcatchment PS1: Includes the majority of the parking area for the development and the sidewalks and landscaping for the front portion of buildings 2 and 3.The areas heron are comprised of pavement, sidewalks, roof and landscaped area. Runoff from this subcatchment flows to the closed drainage system into a concrete galley detention system (0), which discharges to DP1. • Subcatchment PS2: Includes a portion of parking lot and drive in the center of the site. This area is comprised of pavement, sidewalks, roof and landscaped. Runoff from this subcatchment flows to the closed drainage system into a concrete galley detention system (4P), which discharges to DP1. • Subcatchment PS3: Includes a portion of the access drive and the parking tot the east of the access in front of Building 1. This area is comprised of pavement, sidewalk and landscaped area. Runoff flows to the closed drainage system to a concrete galley Infiltration system (2P), which discharges to DP1. • Subcatchment PS4: Includes a portion of the access drive and vegetated area along the northern property line. This area is comprised of pavement and landscaping. The water drains towards Sutton Street to a catch basin in the right-of-way near the northeastern corner of the site (DP1). • Subcatchment PS5: Includes the portion of the driveway between Buildings 1 and 2, which leads down to the garages. This area is comprised of pavement, sidewalks, roof and landscaped area. Runoff flows to the closed drainage system, which discharges to DP1. • Subcatchment PS6: Consists of a small area between Building 1 and Sutton Street. This area includes landscaping that flows overland to area drains behind the proposed wall, which will discharge to a concrete galley infiltration system (1 P), which discharges to DP1. • Subcatchment PS7: Consists of a small area in the northeast corner of the site. This area includes landscaping and riprap and drains overland to DPS as it does in the existing condition. • Subcatchment PS8: Consists of the area to the south and east of Buildings 2 and 3. The cover consists of landscaping,existing woods and rip rap.This area flows overland towards DP2. • Subcatchment PS8A: Consists of a portion of the Building 3 roof and patio area between Buildings 2 and 3. The cover consists of landscaping, walkway and patio. This area flows overland to a stone infiltration trench, which overflows to DP2. • Subcatchment PS9: Consists of the roof for Building 1. This area drains to underground concrete infiltration system 1 P. • Subcatchment PS10: Consists of the roof for Building 2. This area drains to underground concrete infiltration system 3P. • Subcatchment PS11:Consists of the roof for Building 3. This area drains to underground concrete infiltration system 5P. This system overflows to the detention system,4P, • Subcatchment PS12: includes the area to the southwest of Building 3. This area consists of landscaping and existing woods.The area drains towards the abutting parcels on Surrey Drive as it does in the existing condition. North Andover Planning Department 5 May 16, 2019 C, Hydrologic Analysis: The purpose of the stormwater analysis is to demonstrate that the proposed development wit( not adversely Impact the land or surrounding (and. The Industry standard for stormwater management design in Massachusetts is governed by the Massachusetts Stormwater Management Handbook ("Handbook") published by the Mass Department of Environmental Protection, January 2008, The Town of North Andover Stormwater Management and Erosion Control Bylaw and associated Regulations provide additional requirements including analyzing the 1" and 25 year storm events. The Handbook lists 10 standards covering both mitigation and renovation of stormwater runoff, A full discussion on compliance with the standards can be found at the end of this report. However, the following section will summarize the projects compliance with the mitigation standards 1 and 2 of the Handbook relating to reducing peak rates of runoff and creating no adverse down gradient impacts. In order to demonstrate that there will be no downstream impacts as a result of the proposed project, a stormwater analysts was performed using the U.S. Soil Conservation Service (S.C.S) method of analysis contained in Technical Release #20 (TR-20) published by the U.S. Conservation Service, The software application HydroCAD was used to analyze the pre and post-development watershed conditions. This application is widely used in the civil engineering industry and an accepted means of performing a TR-20 analysis, It is a computer aided design program for analyzing the hydrology and hydraulics of storm water runoff. It utilizes the latest techniques of both fields to accurately predict the consequences of any given storm event. This analysis allows the engineer to verify that a given drainage system is adequate for the area under consideration, and further allows the engineer to predict where flooding or erosion are most likely to occur. This model was used to analyze the storm drainage system designed for the development to demonstrate that the drainage system is in compliance with the Town's Stormwater Management Standards. The HydroCAD analysis was performed by examining the five design points that were previously referenced. The following is a listing of the total pre and post development rates of stormwater runoff for the proposed development for the 1", 2, 10, 25 and 100-year rainfall events; Runoff Comparison (CFS) DPI Storm Existing Proposed Change in Event Conditions Conditions Peak 1" 0.34 0114 -0.20 2-yr 2.99 2,34 -0.65 10-yr 5.12 4.06 -1.06 25-yr 6,72 5W -0.85 100-yr 10,16 9.97 -0.19 North Andover Planning Department 6 May 16, 2019 Runoff Comparison (CFS) DP2 Storm Existing Proposed Change in Event Conditions Conditions Peak r' 0.00 0.00 0.00 2-yr 0.85 0.72 -0.13 10-yr 2.01 1.49 -0.52 25-yr 2.98 2.12 -0.86 100-yr 5.21 3.53 -1.68 Runoff Comparison (CFS) DP3 Storm Existing Proposed Change in Event Conditions Conditions Peak 1" 0.12 0.00 -0.12 2-yr 1.44 0.00 -1.44 10-yr 2.55 0.00 -2.55 25-yr 3.39 0.00 -3.39 100-yr 5.20 0.00 Runoff Comparison (CFS) DP4 Storm Existing Proposed Change in Event Conditions Conditions Peak 1" 0.00 0,00 0.00 2-yr 0.40 0.34 -0.06 10-yr 0.99 0.76 -0.23 25-yr 1.48 1.10 -0.38 100-yr 1 2.62 1.88 -0.74 Runoff Comparison (CFS) DP5 Storm Existing Proposed Change in Event Conditions Conditions Peak 1" 0.00 0.00 0.00 2-yr 0.07 0.07 0.00 10-yr 0.17 0.16 -0.01 25-yr 0.25 0.23 -0.02 100-yr 0.44 0.39 -0.05 North Andover Planning Department 7 May 16, 2019 D. Review of Stormwater Management Standards The multi-family development at 505 Sutton Street in North Andover, Massachusetts will comply with all Stormwater Management Standards and improve existing conditions. The drainage system has been designed to attenuate peak rates of stormwater. Furthermore, groundwater recharge is provided through the use of subsurface infiltration systems. Measures will also be implemented to provide the required total suspended solids (TSS) removal to ensure the stormwater runoff is renovated prior to discharge to the municipal drainage system.The following is an assessment of each Standard as it relates to the proposed multi-family residential development project: 1. No stormwater conveyance system discharges untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. There are no proposed stormwater conveyance systems that discharge untreated stormwater from the parking area directly to the municipal drain system or isolated vegetated wetland. The proposed development meets this standard. 2. The stormwater management system has been designed such that post-development peak rates of runoff does not exceed pre-development rates for all storm events considered. The proposed development meets this standard, 3. Loss of annual recharge to groundwater has been reduced through the use of subsurface infiltration systems that will be installed throughout the site. The annual recharge from the post-development site exceeds the annual recharge from the pre-development site. The proposed development meets this standard. 4. The proposed stormwater management system has been designed to remove a minimum of 80%of the average annual post-construction load of Total Suspended Solids (TSS). The best management practices.treatment train utilizes deep-sump hooded catch basins, hydrodynamic separators, sediment forebays and underground infiltration systems to achieve TSS removal. The proposed development meets the standard. 5. Land Uses with Higher Potential Pollutant Load. T his standard does not apply. 6. Discharges to critical areas. This standard does not apply. 7. Redevelopment Project. This standard does not apply. 8. A Construction Phase Operation and Maintenance Plan in included herewith. A Stormwater Pollution Prevention Plan fallowing the EPA guidelines under the National Pollutant Discharge Elimination System will be prepared prior to construction. The proposed development meets this standard. I North Andover Planning Department 8 May 16, 2019 9. A long-term operation and maintenance plan: A long-term O&M has been prepared to provide guidance for current and future owners to inspect and maintain the stormwater management systems in perpetuity. A copy of this 4&M plan is included herein. The proposed development meets this standard. 10. Illicit discharges: To the best of our knowledge and belief there are no illicit discharges to the stormwater management system on this site. A certification is included herein. The proposed development meets this standard. IV. Condusion The project at 505 Sutton Street, as proposed, is in full compliance with the Town of North Andover Stormwater Standards and the MassDEP Stormwater Management Handbook. Peak rates of stormwater runoff leaving the site under proposed conditions are no greater than under existing conditions. Recharge to groundwater will exceed the pre- development condition through the use of subsurface infiltration systems. There are no illicit discharges to the waters of the Commonwealth. The proposed project will,therefore, comply with the Town of North Andover and Mass DEP stormwater standards. The DEP Checklist for Stormwater Report is attached. For questions regarding this Drainage Report, please contact The Morin-Cameron Group, Inc. between the hours of 8:30am to 4:30pm at (978) 777-8586. I FIGURES ! -;• � ,y+ �:�� jd 1��, IC f? ,,.. �l `fiV J:,v,lr,, nl f r -fie+��+ f� IF/M Im $t a y ?y. :.5Sl ^® ��.fr � �, Y '.��h � ' �:�� C��J ' ' ✓ 4t S�Ya ��4,C.JS J`•ee+a���'�+ t` k M 5'' w�lr !•.' -- {Sh _ r i F - 'r h� � �i �}�1:.f. '� �i /4 � •���*1'A� 3_ a''Y i r i'., fi:. �5 '�^ •t� l �' �1,j 1� r C. �. '�� ,.�!r?`i rrJ$(t C�� �'��qh ti_ ��•t ��� � ,.�th � � ��p � ,��� w� �x �tFY vAi �rlv(� cz �, AA >, �:>k _F L �¢..SJrt r �,+- ,-• z,{ $r �'' '�' ba �'°� i�, GG C,1 F j v aw;5t c �: ,.E '�, tint}�s i :�� 't1F'� ;S,'. 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USGS LOCUS MAP 66 ELM STREET, DANVERS, MA 0[923 505 SUTTON STREET P 1978.777.8586 F 1978.774.3488 IN VV'WW.MORINCAMERON.COM NORTH ANDOVER, MA DATE: MAY 16, 2019 Scale: I " = 500' FIGURE #2 ° r us a nri .a $ au a f tr �,�.�' z� � o k r a 1g`- k '� t 4F r � � � � �� �za +� � •#��� 'cam� ,�=.��' ����r � ,'� � ti� t � � s�«1tr�� �� r UZ xo a + ::-M �' �Z � t r -�' • ,' „.. - ;v q - . a �f Sure' M P e� � �� s y �x j 3�� 3 t= rt�w.; �� x s �. �. sC� 1� $ a�' r aM' u6 rya 1 �'- ',e 't• + aY� �t + ,� '-. lWe ', `k t� " AM i 11 ii � ii THE x GROUP, r . SOILS MAP 66 ELM STREET, DANVERS, MA i 1978.777.8586 i 4iSIN WWW.MORI�\ICAMERON.COM NORTH ' i D ' i ' Scale: - it ■ !I JI � x Ens 3 { fK LAWRENCE� FG-IPA`EXI_RPURT r mow. dry. pd j r Nq I �- :� [33 s j w � m LOCUS:"A 1 .A �j1 ` ll / 140, � �"�.1�y.11.�.E�1� �:- ,a;•`� :: ti� ,�w c y �r.,.�'� �ZI UA � z..t r 15 TN (r y FRf -t�� � �S "iq P 1�,c f'�'�V• f 't tkl.. y�� e'r _s r.h �"'� v Yt` r -rt t r r �' lai '� �F '? Ofta Y�F�a* �� t} � t ai� �`� �� �C"` ✓ � .-�s-"'�.1.. � - 4�,y,-.�'_� x�. �' � §F� �x '�q��'r -Fri ��i q'I III 0 250 560 1,000 THE - INC, FEMA FOOD MAP 66 ELM STREET, DANVERS, MA 01923 505 SUTTON STREET P 1978.777.8586 F 1978.774.3488 IN w NW-MORINCAMERON.COM NORTH ANDOVER, MA DATE: MAY 16, 2019 Scale: 1 " = 500' F 1 G U R E #4 APPENDIX A: MASSDEP STORMWATER MANAGEMENT REPORT CHECKLIST Massachusetts Department of Environmental Protection _ Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report A. Introduction Important:when A Stormwater Report must be submitted with the Notice of Intent permit application to document tilling out forms compliance with the Stormwater Management Standards. The following on the computer, com p g g checklist is NOT a substitute for use only the tab the Stormwater Report(which should provide more substantive and detailed information) but is offered key to move your here as a toot 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, key the return the Stormwater Report must contain the engineering computations and supporting information set forth in 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,i 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 past-construction best management practices. z 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. 3454 DEP checklist.doc 04/01/08 Stormwater Report Checklist Page 1 of 8 VU Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for 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 I 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 4E A4. o� SCOTr P CAMERON m N&47601 y - -�3 �oNA%. 481gnatud D t Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ® New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment 3464 DEP checklist,doc•04/01/08 Stormwater Report CheMlst 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: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ 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); Subsurface infiltration systems Standard 1: No New Untreated Discharges ® 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. 3454 DEP checklist.doc•04/01/08 Stormwater Report Checklist Page 3 of 8 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for 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. ® 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 peals discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® 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 ❑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. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ 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. 21E site or a solid waste landfill and a mounding analysis is included. 80%TS5 removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 3454 DFP checklist.doo-04/01/08 Stormwater Report Checklist-Page 4 of 8 Massachusetts Department of Environmental Protection 1 Bureau of Resource Protection - Wetlands Program Checklist for 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 LUWPPL; • 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. 3454 DEP checkllst.doe•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist For Stormwater Report Checklist (continued) Standard 4:Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The %"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 S. 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. ❑ 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. 3454 DEP checklist.doc•04/01/4$ Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ 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 ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ 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; • 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. 3464 DEP checklist.doe•04101/08 Stormwater Report Checklist Page 7 of 8 LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for 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. ❑ 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 ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ® 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; ® 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 past-construction BMPs. 3454 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 I APPENDIX B: EXISTING CONDITIONS HYDROLOGIC ANALYSIS REPORT ES1 ES2 ES3 ES4 ES5 To Sutt n Street To East Abutter To Future S Wor Center To Wes Abutter To Surfei Past CB [DP2 DP3 DP4 DP5 DPD ❑ Sutton Street East Boundary West Boundary West Abutter CB-2 SUbCat Reach pn �j�j( Routing Diagram for 606 Sutton Existing Conditions Hydrologic Analysis Prepared by Microsoft, Printed 5/28/2019 HydroCADO 10,00-13 sin 00401 b 2014 HydroCAD Software Solutions LLC 505 Sutton Existing Conditions Hydrologic Analysis Type It/24-hr 9"Storm Rainfall=9.00" Prepared by Microsoft Printed 5/28/2019 N droCAD® 10,00-13 s/n 00401 OO 2014 H droCAD Software Solutions LLC Page 2 Summary for Subcatchment ES1: To Sutton Street Runoff = 0.34 cfs @ 12.14 hrs, Volume= 1,299 cf, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1"Storm Rainfall=1.00" Area CN Description 22,335 74 >75% Grass cover, Good, HSG C 5,534 98 Unconnected roofs, HSG C 29,162 98 Paved parking, HSG C 3,075 70 Woods, Good, HSG C 1,508 98 Paved parking, HSG C 61,614 88 Weighted Average 25,410 41.24% Pervious Area 36,204 58.76% Impervious Area 5,534 15.29% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 77 50 0.0090 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.7 133 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 53 0.0410 4.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 24 0.0090 1.53 Shallow Concentrated Flow,Woods Unpaved Kv= 16.1 fps 8.9 260 Total Summary for Subcatchment ES2: To East Abutter Runoff - 0.00 cfs @ 15.59 hrs, Volume 43 cf, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) CN Description _ 14,910 74 >75% Grass cover, Good, HSG C � 27,751 70 Woods, Good, HSG C 300 98 Paved parking, HSG C 42,961 72 Weighted Average 42,661 99.30% Pervious Area 300 0.70% Impervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr A"Storm Rainfa11=9.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 3 To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5,9 22 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.3 28 0.0240 0.14 Sheet Flow, Grass: Short n= 0,150 P2= 3,20" 1.2 261 0.0480 3.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10A 311 Total Summary for Subcatchment ES3: To Future Senior Center Runoff = 0.12 cfs @ 12.16 hrs, Volume= 541 of, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1,00" Areas CN Description 14,500 74 >75% Grass cover, Good, HSG C 16,961 98 Paved parking, HSG C 1,390 70 Woods, Good, HSG C 32,851 86 Weighted Average 16,890 48.37% Pervious Area 16,961 51.63% Impervious Area To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 4.7 20 0,0350 0.07 Sheet Flow, Woods: Light underbrush rn 0.400 P2= 120" 3.0 30 0.0350 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.1 135 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 94 0.0120 2.22 Shallow Concentrated Flow, _Paved Kv= 20.3 fps 9.5 279 Total Summary for Subcatchment ES4: To West Abutter Runoff = 0.00 cfs @ 17.09 hrs, Volume= 16 of, Depth 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (so CN Description 6,441 74 >76% Grass cover, Good, HSG C 17,848 70 Woods, Good HSG C 24,289 71 Weighted Average 24,289 100.00% Pervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 9"Storm Rainfall=9.00" Prepared by Microsoft Printed 5/28/2019 H droCAD®10.00-13 sin 00401 02014 H droCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 192 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.7 242 Total Summary for Subcatchment ES5: To Surrey Past CB Runoff = 0.00 cfs @ 17.02 hrs, Volume= 2 cf, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 671 74 >75% Grass cover, Good, HSG C 2,863 70 Woods, Good, HSG C 3,534 71 Weighted Average 3,534 100.00% Pervious Area Te Length Slope Velocity Capacity Description min feet ftlft) (fUsec) (cfs 8.1 50 0,0570 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 0.8 83 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1-f s 8.9 133 Total Summary for Reach DPI: Sutton Street [401 Hint: Not Described (Outflow=inflow) Inflow Area = 61,614 sf, 58.76% Impervious, Inflow Depth = 0.25" for 1" Storm event Inflow - 0.34 cfs @ 12.14 hrs, Volume= 1,299 cf Outflow = 0.34 cfs @ 12.14 hrs, Volume= 1,299 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP2: East Boundary [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 42,961 sf, 0.70% Impervious, Inflow Depth = 0.01" for 1" Storm event Inflow - 0.00 cfs @ 15.59 hrs, Volume 43 cf Outflow = 0.00 cfs @ 15.59 hrs, Volume= 43 cf, Atten= 0%, Lag= 0.0 min 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 1"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/2812019 HydroCAD® 10.00-13 sln 00401 ©2014 HydroCAD Software Solutions LLC Page5 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP3: West Boundary [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 32,851 sf, 51.63% Impervious, Inflow Depth = 0.20" for 1" Storm event Inflow - 0.12 cfs @ 12.16 hrs, Volume= 541 of Outflow - 0.12 cfs @ 12.16 hrs, Volume= 541 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP4: West Abutter [40] Hint: Not Described {Outflow=Inflow) Inflow Area = 24,289 sf, 0.00% Impervious, Inflow Depth W 0.01" for 1" Storm event Inflow -- 0.00 cfs @ 17.09 hrs, Volume= 16 of Outflow - 0.00 cfs @ 17.09 hrs, Volume= 16 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP5: CB-2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3,534 sf, 0.00% Impervious, Inflow Depth = 0.01" for 1" Storm event Inflow = 0.00 cfs @ 17.02 hrs, Volume= 2 of Outflow - 0.00 cfs @ 17.02 hrs, Volume= 2 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10,00-13 sin 00401 ©2014 N droCAD Software Solutions LLC Page 6 Summary for Subcatchment ES1: To Sutton Street Runoff -- 2.99 cfs @ 12.12 hrs, Volume= 10,254 cf, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 22,335 74 >75% Grass cover, Good, HSG C 5,534 98 Unconnected roofs, HSG C 29,162 98 Paved parking, HSG C 3,075 70 Woods, Good, HSG C 1,508 98 Paved parking, HSG C 61,614 88 Weighted Average 25,410 41,24% Pervious Area 36,204 58.76% Impervious Area 5,534 16.29% Unconnected Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 7.7 50 0.0090 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.7 133 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 53 0.0410 4.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 24 0.0090 1.53 Shallow Concentrated Flow,Woods Unpaved Kv= 16.1 fps 8.9 260 Total Summary for Subcatchment ES2: To East Abutter Runoff - 0.85 cfs @ 12.16 hrs, Volume= 3,328 cf, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 14,910 74 >75% Grass cover, Good, HSG C 27,751 70 Woods, Good, HSG C 300 98 Paved parking, HSG C 42,961 72 Weighted Average 42,661 99.30% Pervious Area 300 0.70% Impervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 2-Year RainfaN=3.20" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Page 7 Tc. Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 6.9 22 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.3 28 0.0240 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.2 261 0.0480 3.53 Shallow Concentrated Flow,Unpaved Kv= 16.1 fps 10.4 311 Total Summary for Subcatchment ES3: To Future Senior Center Runoff -- 1.44 cfs @ 12.13 hrs, Volume= 5,024 cf, ❑epth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description _ 14,500 74 >75% Grass cover, Good, HSG C 16,961 98 Paved parking, HSG C 1,390 70 Woods, Good, HSG C 32,851 86 Weighted Average --- 15,890 48.37% Pervious Area 16,961 51.63% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (fUsec) (cfs 4.7 20 0.0350 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.0 - 30 0.0350 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.1 136 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 94 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.5 279 Total Summary for Subcatchment ES4: To West Abutter Runoff = 0.40 cfs @ 12.21 hrs, Volume= 1,777 cf, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, cot= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sD CN Description 6,441 74 >75% Grass cover, Good, HSG C 17,848 70 Woods, Good, HSG C 24,289 71 Weighted Average 24,289 100.00% Pervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by Microsoft. Printed 5/28/2019 HydroCADO 10.00-13 sln 00401 O 2014 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 192 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.7 242 Total Summary for Subcatchment ES5: To Surrey Past CB Runoff = 0.07 cfs @ 12.14 hrs, Volume= 259 cf, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 671 74 >75% Grass cover, Good, HSG C 2,863 70 Woods, Good, HSG C 3,534 71 Weighted Average 3,534 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 8.1 50 0.0570 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 0.8 83 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.9 133 Total Summary for Reach DPI: Sutton Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 61,614 sf, 58.76% Impervious, Inflow Depth = 2.00" for 2-Year event Inflow -- 2.99 cfs @ 12.12 hrs, Volume= 10,264 cf Outflow = 2.99 cfs @ 12.12 hrs,*Volume= 10,264 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP2: East Boundary [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 42,961 sf, 0.70% Impervious, Inflow Depth = 0.93" for 2-Year event Inflow = 0.86 cfs @ 12.16 hrs, Volume= 3,328 cf Outflow = 0.85 cfs @ 12.16 hrs, Volume= 3,328 cf, Atten= 0%, Lag= 0.0 min 505 Sutton Existing Conditions Hydrologic Analysis Type III 24-hr 2-YearRainfal1=3.20" -- Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sin 00401 ©2014 H droCAD Software Solutions LLC Page 9 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP3: West Boundary [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 32,851 sf, 51.63% Impervious, Inflow Depth = 1.84" for 2-Year event Inflow = 1.44 cfs @ 12.13 hrs, Volume= 5,024 cf Outflow - 1.44 cfs @ 12.13 hrs, Volume= 5,024 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP4: West Abutter [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 24,289 sf, 0.00% Impervious, Inflow Depth = 0.88" for 2-Year event Inflow = 0.40 cfs @ 12.21 hrs, Volume= 1,777 cf Outflow - 0.40 cfs @ 12.21 hrs, Volume= 1,777 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Summary for Reach DPS: CB-2 [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 3,534 sf, 0.00% Impervious, Inflow Depth = 0.88" for 2-Year event Inflow = 0.07 cfs @ 12.14 hrs, Volume= 259 cf Outflow - 0.07 cfs @ 12.14 hrs, Volume= 259 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 505 Sutton Existing Conditions Hydrologic Analysis Type 111 24-hr 90-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 HydroCAD® 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment ES1: To Sutton Street Runoff = 5.12 cfs @ 12.12 hrs, Volume= 17,864 cf, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (sf) CN Description 22,335 74 >75%Grass cover, Good, HSG C 5,534 98 Unconnected roofs, HSG C 29,162 98 Paved parking, HSG C 3,075 70 Woods, Good, HSG C 1,508 98 Paved parking, HSG C 61,614 88 Weighted Average 25,410 41.24% Pervious Area 36,204 58.76% Impervious Area 5,534 15.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) _ (ft/ft) (ft/sec) (cfs) 7.7 50 0.0090 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.7 133 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 53 0.0410 4.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 24 0.0090 1.53 Shallow Concentrated Flow, Woods _ Unpaved Kv= 16.1 fps 8.9 260 Total Summary for Subcatchment ES2: To East Abutter Runoff 2.01 cfs @ 12.15 hrs, Volume= 7,321 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 14,910 74 >75% Grass cover, Good, HSG C 27,751 70 Woods, Good, HSG C _300 98 Paved parking, HSG C 42,961 72 Weighted Average 42,661 99.30% Pervious Area 300 0.70% Impervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type lii 24-hr 10-Year Rainfali=4.80" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sln 00401 O 2014 H droCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description min feet ft/ft -Aft/sec) cfs 5.9 22 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.3 28 0.0240 0,14 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.2 261 0.0480 3.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.4 311 Total Summary for Subcatchment ES3: To Future Senior Center Runoff 2.55 cfs @ 12.13 hrs, Volume= 8,981 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 14,500 74 >75% Grass cover, Good, HSG C 16,961 98 Paved parking, HSG C 1,390 70 Woods, Good, HSG C 32,851 86 Weighted Average 15,890 48.37% Pervious Area 16,961 51.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftlsec) cfs _ 4.7 20 0.0350 0.07 Sheet Flow, Woods: Light underbrush n= 0,400 P2= 3.20" 3.0 30 0.0350 0.17 Sheet Flow, Grass; Short n= 0.150 P2= 3.20" 1.1 135 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 94 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.5 279 Total Summary for Subcatchment ES4: To West Abutter Runoff - 0.99 cfs @ 12.19 hrs, Volurne= 3,980 cf, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 6,441 74 >75% Grass cover, Good, HSG C 17,848 70 Woods Good, HSG C 24,289 71 Weighted Average 24,289 100.00% Pervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type it/24-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 6/28/2019 H droCADO 10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Pacie 12 Tc Length Slope Velocity Capacity Description min (feet)--- ftlft) (fflsec) (cfs 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 192 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 f s 13.7 242 Total Summary for Subcatchment ES5: To Surrey Past CB Runoff - 0.17 cfs @ 12.13 hrs, Volume= 579 of, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (sD CN Description 671 74 >75% Grass cover, Good, HSG C 2,863 70 Woods, Good, HSG C 3,534 71 Weighted Average 3,534 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 8.1 50 0.0570 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 0.8 83 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.9 133 Total Summary for Reach DPI: Sutton Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 61,614 sf, 58.76% Impervious, Inflow Depth = 3.48" for 10-Year event Inflow = 5.12 cfs @ 12.12 hrs, Volume= 17,864 of Outflow -- 5.12 cfs @ 12.12 hrs, Volume= 17,864 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP2; East Boundary [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 42,961 sf, 0,70% Impervious, Inflow Depth = 2.05" for 10-Year event Inflow = 2.01 cfs @ 12.15 hrs, Volume= 7,321 cf Outflow - 2.01 cfs @ 12.15 hrs, Volume= 7,321 of, Atten= 0%, Lag= 0.0 min 505 Sutton Existing Conditions Hydrologic Analysis Type III 24-hr 10-Year Rainfall=4.80" i - Prepared by Microsoft Printed 5/28/2019 N droCADD 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 13 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP3: West Boundary [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 32,851 sf, 51.63% Impervious, Inflow Depth = 3.28" for 10-Year event Inflow - 2.55 cis @ 12.13 hrs, Volume= 8,981 cf Outflow = 2.55 cis @ 12.13 hrs, Volume= 8,981 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP4: West Abutter (40] Hint: Not Described (Outflow=lnflow) Inflow Area = 24,289 sf, 0.00% Impervious, Inflow Depth = 1.97" for 10-Year event Inflow - 0.99 cfs @ 12.19 hrs, Volume= 3,980 cf Outflow = 0.99 cfs @ 12.19 hrs, Volume 3,980 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP5: CB-2 1401 Hint: Not Described (Outflow=Inflow) Inflow Area = 3,534 sf, 0.00% Impervious, Inflow Depth = 1.97" for 10-Year event Inflow -- 0.17 cfs @ 12.13 hrs, Volume= 679 cf Outflow - 0.17 cfs @ 12.13 hrs, Volume= 579 cf, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 O 2014 H droCAD Software Solutions LLC Page 14 Summary for Subcatchment ES1: To Sutton Street Runoff - 6.72 cfs @ 12.12 hrs, Volume= 23,752 of, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (sf) CN Description 22,335 74 >75% Grass cover, Good, HSG C 5,534 98 Unconnected roofs, HSG C 29,162 98 Paved parking, HSG C 3,075 70 Woods, Good, HSG C 1,508 98 Paved parking, HSG C 61,614 88 Weighted Average 25,410 41.24% Pervious Area 36,204 58.76% Impervious Area 6,534 15.29% Unconnected To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 7.7 50 0.0090 0.11 Sheet Flow, Grass:,Short n= 0,150 P2= 3,20" 0.7 133 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 53 0.0410 4.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 24 0.0090 1.53 Shallow Concentrated Flow,Woods Unpaved Kv= 16.1 fps 8.9 260 Total Summary for Subcatchment ES2: To East Abutter Runoff - 2.98 cfs @ 12.16 hrs, Volume= 10,716 of, Depth= 2.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (sf) CN Description 14,910 74 >75% Grass cover, Good, HSG C 27,751 70 Woods, Good, HSG C 300 98 Paved parking, HSG C 42,961 72 Weighted Average 42,661 99.30% Pervious Area 300 0.70% Impervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 6/28/2019 H droCAD® 10.00-13 s/n 00401 C 2014 H droCAD Software Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description (min)__ feet ft/ft ft/sec cfs 5.9 22 0.0240 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.3 28 0.0240 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.2 261 0.0480 3.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.4 311 Total Summary for Subcatchment ES3: To Future Senior Center Runoff - 3.39 cfs @ 12.13 hrs, Volume= 12,071 cf, Depth= 4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type I 1124-hr 25-Year Rainfall=6.00" Areas CN Description 14,600 74 >75% Grass cover, Good, HSG C 16,961 98 Paved parking, HSG C 1,390 70 Woods, Good, HSG C 32,851 86 Weighted Average 15,890 48.37% Pervious Area 16,961 51.63% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 4.7 20 0.0350 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.0 30 0.0350 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.1 135 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 94 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.5 279 Total Summary for Subcatchment ES4: To West Abutter Runoff - 1.48 cfs @ 12.19 hrs, Volume= 6,867 cf, Depth= 2.90" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (sf) CN Description 6,441 74 >76% Grass cover, Good, HSG C 17,848 70 Woods, Good, HSG C 24,289 71 Weighted Average 24,289 100.00% Pervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=&.00" Prepared by Microsoft Printed 5128/2019 Hy_d__roCAD® 10.00-13 s/n 00401 02014 HydroCAD Software_Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 192 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.7 242 Total Summary for Subcatchment ES5: To Surrey Past CB Runoff = 0.25 cfs @ 12.13 hrs, Volume= 864 cf, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 25-Year Rainfall=6.00" Area (so CN Description 671 74 ., .,.._ 76% Grass cover, Good, HSG C 2,863 70 Woods, Good HSG C 3,534 71 Weighted Average M 3,534 100,00% Pervious Area Te Length Slope Velocity . Capacity Description min feet ft/ft) (fUsec) (cfs 8.1 50 0.0570 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 0.8 83 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.9 133 Total Summary for Reach DPI: Sutton Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 61,614 sf, 58.76% Impervious, Inflow Depth = 4.63" for 25-Year event Inflow - 6.72 cfs @ 12.12 hrs, Volume= 23,752 cf Outflow 6.72 cfs @ 12.12 hrs, Volume 23,762 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP2: East Boundary [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 42,961 sf, 0.70% Impervious, Inflow Depth = 2.99" for 25-Year event Inflow - 2.98 cfs @ 12.15 hrs, Volume= 10,716 cf Outflow -- 2.98 cfs @ 12.15 hrs, Volume= 10,716 cf, Atten= 0%, Lag= 0.0 min 505 Sutton Existing Conditions Hydrologic Analysis Type III 24-hr 25-Year Ralnfall=6.00" Prepared by Microsoft Printed 5/2812019 H droCAD® 10,00-13 s/n 00401 GO 2014 H droCAD Software Solutions LLC Pa e 17 Routing by Dyn-Stor Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP3: West Boundary (40] Hint: Not Described (Outflow=lnflow) Inflow Area = 32,851 sf, 51.63% Impervious, Inflow Depth = 4.41" for 25-Year event Inflow - 3.39 cfs @ 12,13 hrs, Volume= 12,071 cf Outflow - 3.39 cfs @ 12.13 hrs, Volume= 12,071 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP4: West Abutter [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 24,289 sf, 0.00% Impervious, Inflow Depth = 2.90" for 25-Year event Inflow - 1.48 cfs @ 12,19 hrs, Volume= 5,867 cf Outflow = 1.48 cfs @ 12.19 hrs, Volume= 5,867 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP5: CB-2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3,534 sf, 0.00% Impervious, Inflow Depth = 2.90" for 25-Year event Inflow - 0,26 cfs @ 12.13 hrs, Volume= 854 cf Outflow = 0.25 cfs @ 12.13 hrs, Volume= 854 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 605 Sutton Existing Conditions Hydrologic Analysis Type III 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 6/28/2019 HydroCADO 10.00-13 sln 00401 ©2014 HydroCAD Software Solutions L.LC __._._. Page 18 Summary for Subcatchment ES1: To Sutton Street Runoff -- 10.16 cfs @ 12.12 hrs, Volume= 36,740 cf, Depth= 7.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sf) CN Description 22,335 74 >75% Grass cover, Good, HSG C 5,534 98 Unconnected roofs, HSG C 29,162 98 Paved parking, HSG C 3,075 70, Woods, Good, HSG C 1,508 98 Paved parking; HSG C 61,614 88 Weighted Average 25,410 41.24% Pervious Area 36,204 58.76% Impervious Area 5,534 15.29% Unconnected Te Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 7.7 50 0,0090 0.11 Sheet Flow, Grass: Short n= 0,150 P2= 3.20" 0.7 133 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 53 0.0410 4.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 24 0.0090 1.53 Shallow Concentrated Flow, Woods Unpaved Kv= 16.1 fps 8.9 260 Total Summary for Subcatchment ES2: To East Abutter Runoff - 5.21 cfs @ 12.14 hrs, Volume= 18,705 ef, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so CN Description 14,910 74 >75% Grass cover, Good, HSG C 27,751 70 Woods, Good, HSG C 300 98 Paved parking, HSG C 42,961 72 Weighted Average 42,661 99.30% Pervious Area 300 0.70% Impervious Area 505 Sutton Existing Conditions Hydrologic Analysis Type 11124-hr 100-Year Rainfall=8.60" - Prepared by Microsoft Printed 5/28/2019 HydroCAD010.00-13 s{n 00401 ©2014 HydroCAD Software Solutions LLC Page 19 Tc Length Slope Velocity Capacity Description (min) (feet), (jtlft) _(ft/sec) (cfs) 5.9 22 0.0240 0.06 Sheet Flow, - Woods: Light underbrush n= 0.400 P2= 3.20" 3.3 28 0.0240 0,14 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.2 261 0.0480 3.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.4 311 Total Summary for Subcatchment ES3: To Future Senior Center Runoff - 6.20 cfs @ 12.13 hrs, Volume: 18,928 cf, Depth= 6.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sf) CN Description _ 14,600 74 >75% Grass cover, Good, HSG C T 16,961 98 Paved parking, HSG C 1,390 70 Woods, Good, HSG C 32,851 86 Weighted Average 15,890 48.37% Pervious Area 16,961 51.63% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) ft/ft ftlsec cfs 4.7 20 0.0350 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.0 30 0.0350 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.1 135 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 94 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.5 279 Total Summary for Subcatchment ES4: To West Abutter Runoff - 2.62 cfs @ 12.19 hrs, Volume= 10,332 cf, Depth= 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sf) CN Description 6,441 74 >75% Grass cover, Good, HSG C 17,848 70 Woods Good HSG C 24,289 71 Weighted Average 24,289 100,00% Pervious Area 606 Sutton Existing Conditions Hydrologic Analysis Type Ili 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 HydroCADO 10.00-13 s1n 00401 ©2014 HYdroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 192 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.7 242 Total Summary for Subcatchment ES5: To Surrey Past CB Runoff 0.44 cfs @ 12.13 hrs, Volume= 1,503 cf, Depths 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas ON Description 671 74 >76% Grass cover, Good, HSG C 2,863 70 Woods, Good, HSG C 3,534 71 Weighted Average 3,534 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftift ftlsee cfs 8.1 50 0.0570 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 0.8 83 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.9 133 Total Summary for Reach DPI: Sutton Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 61,614 sf, 58.76% Impervious, Inflow Depth = 7.16" for 100-Year event Inflow - 10.16 cfs @ 12.12 hrs, Volume= 36,740 cf Outflow - 10.16 cfs @ 12.12 hrs, Volume= 36,740 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP2: East Boundary [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 42,961 sf, 0.70% Impervious, Inflow Depth = 5.22" for 100-Year event Inflow = 5.21 cfs @ 12.14 hrs, Volume= 18,705 of Outflow = 5.21 cfs @ 12.14 hrs, Volume= 18;705 cf, Atten= 0%, Lag= 0.0 min 505 Sutton Existing Conditions Hydrologic Analysis Type III24-hr 900-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00,13 s/n 00401 ©2014 H droCAD Software Solutions LLC Pa e 21 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP3: West Boundary [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 32,851 sf, 51.63% Impervious, Inflow Depth = 6.91" for 100-Year event Inflow -- 5.20 cfs @ 12.13 hrs, Volume= 18,928 cf Outflow = 5,20 cfs @ 12.13 hrs, Volume= 18,928 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DP4: West Abutter [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 24,289 sf, 0.00% Impervious, Inflow Depth = 5.10" for 100-Year event Inflow - 2.62 cfs @ 12.19 hrs, Volume= 10,332 cf Outflow - 2.62 cfs @ 12.19 hrs, Volume= 10,332 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span 0.00-36.00 hrs, dt= 0.01 hrs Summary for Reach DIPS: CB-2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3,534 sf, 0.00% Impervious, Inflow Depth = 6.10" for 100-Year event Inflow = 0.44 cfs @ 12.13 hrs, Volume= 1,503 cf Outflow - 0.44 cfs @ 12.13 hrs, Volume= 1,503 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs i- I' APPENDIX C. PROPOSED CONDITIONS HYDROLOGIC ANALYSIS REPORT PS9 PS3 PS4 P55 5P �— PSii SS Re Intl PSB —D iP 4P �— P51 l'S8 6P PSi P57 Retain It V QP1 �Retain11 \ Infiit flan Trench P510 —P 3P � � 2P �— P52 DP2 DP3 DP4 DP5 Relaln It Retain tt SGbCat Reach On (_j�( Rouling Diagram for 506 Sutton Proposed Conditions Hydrotugic Analysis Prepared by Microsoft, Printed 5128/2019 HydroCADO 10.00-13 On 00401 ©2014 HydroCAD Software Solutions LLC 505 Sutton Proposed Conditions Hydrologic Analysis Type if!24-hr I"Storm Rainfafi=1.00" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sln 00401 C 2014 H droCAD Software Solutions LLC Pacie 2 Summary for Subcatchment PSI: Runoff - 0.43 cfs @ 12.09 hrs, Volume= 1,319 cf, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 3,170 74 >75% Grass cover, Good, HSG C 23,273 98 Paved parking, HSG C 661 98 Roofs, HSG C 987 98 Unconnected pavement, HSG C 28,091 95 Weighted Average 3,170 11.28% Pervious Area 24,921 88.72% Impervious Area 987 3.96% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PSI 0: Runoff - 0.28 cfs @ 12.08 hrs, Volume= 912 cf, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 111 24-hr 1" Storm Rainfall=1.00" Area (so CN Description 13,844 98 Roofs HSG C 13,844 100.00% Impervious Area Te Length Slope Velocity Capacity Description min feet Tft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 1: Runoff - 0.31 cfs @ 12.08 hrs, Volume= 1,003 cf, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (§D CN Description 15,214 98 Roofs, HSG C 15,214 100.00% Impervious Area 505 Sutton Proposed Conditions Hydrologic Analysis Type Y/24-hr 9"Storm Rainfall=1,00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 W droCAD Software Solutions LLC Pa e 3 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 2: Runoff - 0.00 cfs @ 14.78 hrs, Volume= 25 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (so CN Description 12,822 74 >75% Grass cover, Good, HSG C 12,822 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' min feet ft/ft ft sec cfs 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff 0.19 cfs @ 12.09 hrs, Volume= 678 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) C_ N Description /o 2,572 74 >75 Grass cover, Good, HSG C * a 6,226 98 Paved parking, HSG C 1,474 98 Roofs, HSG C 3,495 98 Unconnected pavement, HSG C 13,767 94 Weighted Average 2,672 18.68% Pervious Area 11,195 81.32% Impervious Area 3,495 31.22% Unconnected Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff _ 0.08 cfs @ 12.09 hrs, Volume= 259 cf, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr I"Storm Rainfall=9.00" Prepared by Microsoft Printed 5i28/2019 H droCAD® 10.00-13 sin 00401 ©2014 H droCAD Software Solutions LLC Page 4 Area (so CN Description 2,355 74 >75% Grass cover, Good, HSG C 5,874 98 Paved parking, HSG C 34 98 Roofs, HSG C 378 98 Unconnected pavement, HSG C 8,641 91 Weighted Average 2,365 27.25% Pervious Area 6,286 72.75% Impervious Area 378 6.01% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.01 cfs @ 12.32 hrs, Volume= 83 cf, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 8,762 74 >75% Grass cover, Good, HSG C 3,160 98 Paved parking, HSG C 11,922 80 Weighted Average 8,762 73.49% pervious Area 3,160 26.51% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSS: Runoff - 0,07 cfs @ 12.10 hrs, Volume= 243 cf, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) CN Description 4,846 74 >75% Grass cover, Good, HSG C 5,452 98 Paved parking, HSG C 95 98 Roofs, HSG C 1,133 98 Unconnected pavement, HSG C 11,526 88 Weighted Average 4,846 42.04% Pervious Area 6,680 67.96% Impervious Area 1,133 16.96% Unconnected 505 Sutton Proposed Conditions Hydrologic Analysis Type Il! 24-hr 9"Storm Ralnfall=1.00" Prepared by Microsoft Printed 5/28/2019 HydroCAD® 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment P86: Runoff - 0.00 cfs @ 14.78 hrs, Volume= 10 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfali=1.00" Area (go ON Description 5,343 74 >75% Grass cover, Good, HSG C 5,343 100.00% Pervious Area Te Length Slope Velocity Capacity Description min (feet) (ft/ft)_ (ft/sec) (cfs) 6.0 Direct Entry, , Summary for Subcatchment PS7: Runoff _ 0.00 cfs @ 14,78 hrs, Volume 5 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas ON Description 2,666 74 >75% Grass cover, Good, HSG C 2,666 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min, (feet) (ft/ft) (fUsec) (cfs) 6A Direct Entry, " -- Summary for Subcatchment PS8: Runoff -- 0.00 cfs @ 14.79 hrs, Volume= 40 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH-SCS, Weighted-ON, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (so ON Description 20,900 74 >75% Grass cover, Good, HSG C 20,900 100.00% Pervious Area 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 9"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 H droCAD0 10.00-13 sin 00401 02014 H droCAD Software Solutions LLC Page 6 To Length Slope Velocity Capacity Description min feet ftift ft/sec cfs 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.62 Shallow Concentrated Flow, U n aved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PS8A: Runoff - 0.05 cfs @ 12.08 hrs, Volume= 168 of, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 587 98 Roofs, HSG C 1,965 98 Unconnected pavement, HSG C 2,552 98 Weighted Average 2,552 100.00% Impervious Area 1,965 77.00% Unconnected To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, r Summary for Subcatchment PS9: Runoff - 0.37 cfs @ 12.08 hrs, Volume= 1,184 cf, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 17,961 - 98 Roofs, HSG C 17,961 100.00% Impervious Area To Length Slope Velocity Capacity Description min feet ftlft fusee cfs 6.0 Direct Entry, Summary for Reach DP1: [40] Hint: Not Described (Outflow=inflow) Inflow Area = 126,309 sf, 78.59% Impervious, Inflow Depth > 0.16" for 1" Storm event Inflow = 0.14 cfs @ 12.43 hrs, Volume= 1,737 of Outflow - 0.14 cfs @ 12.43 hrs, Volume= 1,737 of, Atten= 0%, Lag= 0.0 min 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr I"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 7 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 23,452 sf, 10.88% Impervious, Inflow Depth = 0.02" for 1" Storm event Inflow = 0.00 cfs @ 12.55 hrs, Volume= 42 cf Outflow - 0.00 cfs @ 12.55 hrs, Volume= 42 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP3: [40] Hint: Not Described (Outflow=Inflow) Summary for Reach DP4: [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 12,822 sf, 0.00% Impervious, Inflow Depth = 0.02" for 1" Storm event Inflow - 0.00 cfs @ 14.78 hrs, Volume= 25 cf Outflow -- 0.00 cfs @ 14.78 hrs, Volume= 25 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DP5: [40] Hint: Not Described (Outflow=inflow) Inflow Area = 2,666 sf, 0.00% Impervious, Inflow Depth = 0.02" for 1" Storm event Inflow - 0.00 cfs @ 14.78 hrs, Volume= 5 cf Outflow - 0,00 cfs @ 14.78 hrs, Volume= 5 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs 13 Summary for Pond 1 P: Retain It Inflow Area = 31,945 sf, 75.90% Impervious, Inflow Depth = 0.55" for 1" Storm event Inflow - 0.45 cfs @ 12,09 hrs, Volume= 1,453 cf Outflow - 0.11 cfs @ 12.49 hrs, Volume= 1,463 cf, Atten= 76%, Lag= 24.0 min Discarded 0.03 cfs @ 11.75 hrs, Volume= 1,225 cf Primary - 0.07 cfs @ 12.49 hrs, Volume= 228 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 9"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 H droCADV 10,00-13 sin 00401 O 2014 H droCAD Software Solutions LLC Page 8 Peak Elev= 162.66' @ 12.49 hrs Surf.Area= 1,460 sf Storage= 464 of Plug-Flow detention time= 71.8 min calculated for 1,452 of(100% of inflow) Center-of-Mass det. time= 71.8 min ( 873.7- 801.9 ) Volume Invert Avail.Stora e Storage Description #1A 162.00' 867 of 146.00'W x 10.001 x 5.17'H Field A 7,543 of Overall - 5,376 of Embedded = 2,167 of x 40.0%Voids #2A 162.50' 3,870 cf retain-it 4,0' x 18 Inside#1 Inside= 84.0"W x 48,0"H => 28.87 sf x 8.001 = 230.9 of Outside= 96.0"W x 56.0"H => 37.33 sf x 8.00'L= 298.7 of 18 Rows adjusted for 286.9 of perimeter wall 4,737 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.50' 12,0" Round Culvert L= 112.0' Ke= 0.500 Inlet 1 Outlet Invert= 162.50'/ 153.84' S= 0,0773 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 166.40' 12.0" Horiz, Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 162.00' 1.020 inlhr Exfiltratlon over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=162.05' (Free Discharge) t -5=Exflltration (Exfiltratlon Controls 0.03 cfs) Primary OutFlow Max=0.07 cfs @ 12.49 hrs HW=162.66' TW=0.00' (Dynamic Tailwater) '-E2=Orif ulvert (Passes 0.07 cfs of 0.11 cfs potential flow) icelGrate (Orifice Controls 0.07 cfs @ 1.35 fps) =OrificelGrate (Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Retain It Inflow Area = 13,767 sf, 81.32% Impervious, Inflow Depth = 0.50" for 1" Storm event Inflow - 0.19 cfs @ 12,09 hrs, Volume= 578 of Outflow - 0.02 cfs @ 11.95 hrs, Volume= 578 of, Atten= 89%, Lag= 0.0 min Discarded 0.02 cfs @ 11.95 hrs, Volume= 578 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method, Time Span 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 162.29' @ 12.90 hrs Surf.Area= 900 sf Storage= 204 cf Plug-Flow detention time= 78.6 min calculated for 578 of(100% of inflow) Center-of-Mass det. time= 78.6 min ( 911.4- 832.8) 605 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr I"Storm Rainfall=1.00" Prepared by Microsoft Printed 6/28/2019 H droCADO 10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC , Page 9 Volume Invert Avail.Stora a Storage Description #1A 162.00' 220 cf 60.00'W x 18.001 x 4.17'H Field A 3,760 cf Overall- 3,200 cf Embedded = 550 of x 40.0% Voids #2A 162.00' 2,311 cf retain_it 3.6' x 12 Inside#1 Inside= 84.0"W x 42.0"H => 25.10 sf x 8.001 = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.00'L = 266.7 cf 6 Rows adjusted for 98.2 cf perimeter wall 2,531 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 59.0' Ke= 0.500 Inlet/Outlet Invert= 162.00' t 157.00' S= 0.0847 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.90' 4.0"Vert. Orifice/Grate C= 0,600 #3 Device 1 163.80' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 164.80' 4.0"Vert. Orifice/Grate C= 0,600 #5 Device 1 165.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 162.00' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 11.95 hrs HW=162.04' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=162.00' TW=0.00' (Dynamic Tailwater) t- =Culvert ( Control§ 0.00 cfs) 2=Orifice/Grate ( Controls 0,00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Retain It Inflow Area - 13,844 sf,100.00% Impervious, Inflow Depth = 0.79" for 1" Storm event Inflow - 0.28 cfs @ 12.08 hrs, Volume= 912 cf Outflow - 0.02 cfs @ 13.13 hrs, Volume= 912 cf, Atten= 92%, Lag= 62.6 min Discarded = 0.02 cfs @ 11.71 hrs, Volume= 910 of Primary = 0.00 cfs @ 13.13 hrs, Volume= 3 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 164.02' @ 13.13 hrs Surf.Area= 900 sf Storage= 367 cf Plug-Flow detention time 139.9 min calculated for 912 cf(100% of inflow) Center-of-Mass det. time= 139.8 min ( 927.7- 787.9) 505 Sutton Proposed Conditions Hydrologic Analysis Type 1I124-hr I"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 H droCADV 10,00-13 s/n 00401 02014 H droCAD Software Solutions LLC page 10 Volume Invert Avail.Stora e Storage Description #1A 163.50' 167 cf 50.00'W x 18.00'L x 3.17'H Field A 2,850 cf Overall -2,432 cf Embedded = 418 cf x 40.0% Voids #2A 163.50' 1,632 cf retain-it 2.5' x 12 Inside#1 Inside= 84.0"W x 30.0"H => 17.56 sf x 8,001 = 140.4 cf Outside= 96.0"W x 38.0"H => 25.33 sf x 8.001= 202.7 cf 6 Rows adjusted for 52.8 of perimeter wall 1,800 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.50' 12.0" Round Culvert L= 33.0' Ke= 0.500 Inlet I Outlet Invert= 163,50'1 163,04' S= 0.0139 T Cc= 0.900 n= 0,012, Flow Area= 0.79 sf #2 Device 1 164.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.80' 3.0"Vert, Orifice/Grate C= 0.600 #4 Device 1 165.80' 12.0" Horiz. OrificelGrate C= 0.600 Limited to weir flow at low heads #5 Discarded 163.50' 1.020 inlhr Exfiltration over Surface area Phase-in= 0.01' Discarded OutFjow Max=0.02 cfs @ 11.71 hrs HW=163.53' (Free Discharge) t--5=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 13,13 hrs HW=164.02' TW=0.00' (Dynamic Tailwater) t-- =Culvert (Passes 0.00 cfs of 1.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0,48 fps) 3=Orifice/Grate (Controls 0.00 cfs) =OrificelGrate (Controls 0.00 cfs) Summary for Pond 4P: Retain It Inflow Area = 43,305 sf, 92,68% Impervious, Inflow Depth = 0.37" for 1" Storm event Inflow = 0.43 cfs @ 12.09 hrs, Volume= 1,319 of Outflow = 0,04 cfs @ 13.06 hrs, Volume= 1,180 cf, Atten= 91%, Lag= 58.4 min Primary - 0.04 cfs @ 13.06 hrs, Volume= 1,180 cf Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 164,05' @ 13.06 hrs Surf.Area= 5,700 sf Storage= 697 cf Plug-Flow detention time= 334.8 min calculated for 1,180 cf(89% of inflow) Center-of-Mass det. time= 284.5 min ( 1,108.6 - 824.0 } Volume Invert Avail.Stora a Storage Description #1A 163.90' 346 cf 114.00'W x 50.00%x 2.67'H Field A 15,200 cf Overall - 14,336 cf Embedded = 864 cf x 40.0% Voids #2A 163.90' 9,188 cf retain-it 2.0' x 84 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32,0"H => 21.33 sf x 8.001 = 170.7 cf 14 Rows adjusted for 75.6 cf perimeter wall 9,533 cf Total Available Storage 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr Y'Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 H droCADO 10,00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Page 11 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163,00' 12.0" Round Culvert L= 129.0' Ke= 0.500 Inlet/Outlet Invert= 163.00' / 157.00' S= 0.0465 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 163.90' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 4.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 165.60' 4.0' long x 0.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.04 cfs @ 13,06 hrs HW=164.05' TW=0.00' (Dynamic Tailwater) t =Culvert (Passes 0.04 cfs of 2.80 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.31 fps) 3=OriflcelGrate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Retain It Inflow Area = 15,214 sf,100.00% Impervious, Inflow Depth = 0.79" for 1" Storm event Inflow - 0.31 cfs @ 12,08 hrs, Volume= 1,003 cf Outflow - 0.05 cfs @ 11.92 hrs, Volume= 1,003 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.05 cfs @ 11.92 hrs, Volume= 1,003 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 166,57' @ 12.55 hrs Surf.Area= 2,196 sf Storage= 288 cf Plug-Flow detention time= 36.3 min calculated for 1,003 cf(100% of inflow) Center-of-Mass det. time= 35.3 min ( 823.2-787.9) Volume Invert Avail.Storage Storage Description _ #1A 166.4_. -0` 294 cf 18.00'W x 122A0'L x 2.67H Field A 5,856 cf Overall - 6,120 cf Embedded = 736 cf x 40.0% Voids #2A 166.40' 3,244 cf retain it 2.0' x 30 Inside#1 Inside 84.0"W x 24.0"H => 13.78 sf x 8.001= 1103 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L = 170.7 of 2 Rows adjusted for 64.3 cf perimeter wall 3,539 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 166.40' 12.0" Round Culvert L= 27.0' Ke= 0.500 Inlet 1 Outlet Invert= 166.40'/ 164,40' S= 0.0741 T Cc= 0.900 n= 0,012, Flow Area= 0.79 sf #2 Device 1 167.60' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 168.30' 12.0" Horiz. OrificelGrate C= 0.600 Limited to weir flow at low heads 506 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr I"Storm Rainfall=1.00" Prepared by Microsoft Printed 5/28/2019 HydroCADO 10.00-13 sin 00401 ©2014 HydroCAD Software Solutions LLC Page 12 #4 Discarded 166.40' 1.020 inlhr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.05 cfs @ 11.92 hrs HW=166.43' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=166.40' TW=163.90' (Dynamic Tailwater) t-- =Culvert (Controls 0.00 cfs) -L2=OrificelGrate {Controls 0.00 cfs) 3=OrificelGrate (Controls 0.00 cfs) Summary for Pond 6P: Infiltration Trench [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=42) Inflow Area = 2,552 sf,100.00% Impervious, Inflow Depth = 0.79" 'for 1" Storm event Inflow -- 0.05 cfs @ 12.08 hrs, Volume= 168 cf Outflow = 0.01 cfs @ 12.55 hrs, Volume= 168 cf, Atten= 83%, Lag= 27.9 min Discarded = 0.01 cfs @ 12.54 hrs, Volume= 167 cf Primary - 0.00 cfs @ 12.55 hrs, Volume= 1 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 170.50' @ 12.55 hrs Surf.Area= 232 sf Storage= 70 cf Plug-Flow detention time= 214.0 min calculated for 168 cf(100% of inflow) Center-of-Mass det, time 214.0 min ( 1,001.9- 787.9) Volume Invert Avall.Storage Storage Description #1 169,00, 70 of Stone Trench (Prismatic)Listed below (Recalc) 174 cf Overall x 40.0% Voids #2 170.50' 12 cf Area Over Trench (Prismatic)Listed below (Recalc) 81 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store __(feet) (sq-ft) (cubic-feet) (cubic-feet) 169.00 116 0 0 170.50 116 174 174 Elevation Surf,Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 170.50 116 0 0 170.60 116 12 12 Device Routing Invert Outlet Devices #1 Primary 170.50' 70.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 169.00' 1.020 inlhr ExHitration over Surface area Phase-In= 0.01' 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 9"Storm Rainfa110,00" Prepared by Microsoft Printed 5/28/2019 HydroCAD010.00-13 sln 00401 0_2014_HydroCAD Software Solutions LLC Page 13 Discarded OutFlow Max=0.01 cfs @ 12,54 hrs HW=170.50' (Free Discharge) t--2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 12.55 hrs HW=170.50' TW=0.00' (Dynamic Tailwater) t--1=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.07 fps) 505 Sutton Proposed Conditions Hydrologic Analysis Type !ll 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCAD®10,00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 14 Summary for Subcatchment PS1: Runoff - 1.89 cfs @ 12.08 hrs, Volume= 6,192 cf, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfali=3.20" . Area sf) CN Description 3,170 74 >75% Grass cover, Good, HSG C 23,273 98 Paved parking, HSG C 661 98 Roofs, HSG C 987 98 Unconnected pavement, HSG C 28,091 95 Weighted Average 3,170 11.28% Pervious Area 24,921 88.72% Impervious Area 987 3.96% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS10: Runoff = 0.99 cfs @ 12.08 hrs, Volume= 3,423 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=3.20" Areas CN Description 13,844 98 Roofs HSG C 13,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 6.0 Direct Entry, Summary for Subcatchment P811: Runoff - 1.08 cfs @ 12.08 hrs, Volume= 3,762 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 15,214 98 Roofs, HSG C 15,214 100.00% Impervious Area I 505 Sutton Proposed Conditions Hydrologic Analysis Type 1f/24-hr 2-Year Rainfaf1=3.20" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 f t droCAD Software Solutions LLC Page 15 Tc Length Slope Velocity Capacity Description (min) ., feet ftfft) (ft/sec) (cfs 6.0 Direct Entry, Summary for Subcatchment PSI2: Runoff - 0.34 cfs @ 12.10 hrs, Volume= 1,109 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sD CN Description 12,822 74 >75% Grass cover, Good HSG C 12,822 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff = 0.90 cfs @ 12.08 hrs, Volume= 2,918 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description * 2,572 74 >75% Grass cover, Good, HSG C 6,226 98 Paved parking, HSG C 1,474 98 Roofs, HSG C 3,496 98 Unconnected pavement, HSG C 13,767 94 Weighted Average 2,572 18.68% Pervious Area 11,195 81.32% Impervious Area 3,495 31.22% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff = 0.52 cfs @ 12.09 hrs, Volume= 1,626 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3,20" 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s!n 00401 02014 H droCAD Software Solutions LLC Page 16 Areas CN Description 2,365 74 >75% Grass cover, Good, HSG C 5,874 98 Paved parking, HSG C 34 98 Roofs, HSG C 378 98 Unconnected pavement, HSG C 8,641 91 Weighted Average 2,355 27.25% Pervious Area 6,286 72.75% Impervious Area 378 6.01% Unconnected To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.45 cfs @ 12.09 hrs, Volume= 1,393 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 8,762 74 >75% Grass cover, Good, HSG C 3,160 98 Paved parking, HSG C 11,922 80 Weighted Average 8,762 73.49% Pervious Area 3,160 26,61% Impervious Area To Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PSS: Runoff = 0.62 cfs @ 12.09 hrs, Volume= 1,918 of, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 4,846 74 >75% Grass cover, Good, HSG C 5,452 98 Paved parking, HSG C 95 98 Roofs, HSG C 1,133 98 Unconnected pavement, HSG C 1,526 88 Weighted Average 4,846 42.04% Pervious Area 6,680 57.96% Impervious Area 1,133 16.96% Unconnected 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 HydroCAD® 10.00-13 s1n 00401 02014 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.14 cfs @ 12.10 hrs, Volume= 462 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-ON, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) ON Description 5,343 74 >75% Grass cover, Good, HSG C 5,343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff - 0.07 cfs @ 12.10 hrs, Volume= 231 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so ON Description 2,666 74 >75% Grass cover, Good, HSG C 2,666 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _ (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS8: Runoff - 0.55 cfs @ 12.10 hrs, Volume= 1,807 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas ON Description 20,900 74 >75% Grass cover, Good,_HSG C 20,900 _ 100.00% Pervious Area 606 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADO-10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Page 18 To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 4.9 50 0,0300 0,17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0,0 20 0.3500 9,52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PSBA: Runoff -- 0.18 cfs @ 12.08 hrs, Volume= 631 of, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 587 98 Roofs, HSG C 1,965 98 Unconnected pavement, HSG C 2,552 98 Weighted Average 2,552 100.00% Impervious Area 1,965 77.00% Unconnected To Length Slope Velocity Capacity Description min (feet) ft/ft fttsec cfs 6,0 Direct Entry, Summary for Subcatchment PS9: Runoff 1.28 cfs @ 12,08 hrs, Volume= 4,442 of, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" __..Area�sf) CN Description 17,961 98 Roofs, HSG C 17,961 100.00%fl Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (fVft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Reach DP1: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 126,309 sf, 78,59%o Impervious, Inflow Depth> 1.56" for 2-Year event Inflow - 2.34 cfs @ 12.13 hrs, Volume= 16,407 of Outflow = 2.34 cfs @ 12.13 hrs, Volume= 16,407 of, Atten= 0%, Lag= 0.0 min 505 Sutton Proposed Conditions Hydrologic Analysis Type i// 24-hr 2-Year Rainfaii=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sin 00401 OO 2014 H droCAD Software Solutions LLC Pape 19 Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: [401 Hint: Not Described (Outflow=I nf low) Inflow Area 23,452 sf, 10.88% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 0.72 cfs @ 12.09 hrs, Volume= 2,127 cf Outflow -- 0.72 cfs @ 12.09 hrs, Volume= 2,127 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DP3: [40] Hint: Not Described (Outflow=Inflow) Summary for Reach DP4: [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 12,822 sf, 0.00% Impervious, Inflow Depth = 1.04" for 2-Year event Inflow = 0.34 cfs @ 12.10 hrs, Volume= 1,109 cf Outflow - 0.34 cfs @ 12.10 hrs, Volume= 1,109 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs /3 Summary for Reach DPS: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2,666 sf, 0,00% Impervious, Inflow Depth = 1.04" for 2-Year event Inflow 0.07 cfs @ 12.10 hrs, Volume= 231 cf Outflow - 0.07 cfs @ 12.10 hrs, Volume= 231 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs! 3 Summary for Pond 1 P: Retain It Inflow Area = 31,945 sf, 75.90% Impervious, Inflow Depth = 2.45" for 2-Year event Inflow = 1.94 cfs @ 12.09 hrs, Volume= 6,530 cf Outflow - 0.91 cfs @ 12.25 hrs, Volume= 6,530 cf, Atten= 53%, Lag= 9.9 min Discarded = 0.03 cfs @ 8.97 hrs, Volume= 2,439 cf Primary -- 0.88 cfs @ 12.25 hrs, Volume= 4,090 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADV 10.00-13 s/n 00401 Q 2014 H droCAD Software Solutions LLC Page 20 Peak Elev= 163.61' @ 12.25 hrs Surf.Area= 1,460 sf Storage= 1,502 cf Plug-Flow detention time= 54.4 min calculated for 6,528 cf(100% of inflow) Center-of-Mass det. time= 54.4 min ( 829.7 - 775.4) Volume Invert Avail.Stora a Storage Description #1A 162,00' 867 cf 146.00'W x 10.001 x 5.17'H Field A 7,543 cf Overall - 5,376 cf Embedded = 2,167 cf x 40.0% Voids #2A 162.50' 3,870 cf retain-it 4.0' x 18 Inside#1 Inside= 84.0"W x 48.0"H => 28.87 sf x 8.00'L = 230.9 cf Outside= 96.0"W x 56.0"H => 37.33 sf x 8.001 = 298.7 cf 18 Rows adjusted for 286.9 cf perimeter wall 4,737 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.50' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/Outlet Invert= 162.50' 1 153,84' S= 0.0773 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 3.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 166.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 162.00' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 8.97 hrs HW=162.05' (Free Discharge) 'LS=Exfiitration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.88 cfs @ 12.25 hrs HW=163.61' TW=0.00' (Dynamic Tailwater) 't-E=Culvert (Passes 0.88 cfs of 2.95 cfs potential flow) =Orifice/Grate (Orifice Controls 0.88 cfs @ 4.46 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Retain It Inflow Area = 13,767 sf, 81.32% Impervious, Inflow Depth = 2.54" for 2-Year event Inflow = 0.90 cfs @ 12.08 hrs, Volume= 2,918 cf Outflow - 0.30 cfs @ 12.38 hrs, Volume= 2,918 cf, Atten= 67%, Lag= 17.5 min Discarded = 0.02 cfs @ 10.09 hrs, Volume= 1,724 of Primary -- 0.28 cfs @ 12.38 hrs, Volume= 1,195 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 163.50' @ 12.38 hrs Surf.Area= 900 sf Storage= 1,068 cf Plug-Flow detention time= 196.3 min calculated for 2,918 cf(100% of inflow) Center-of-Mass det. time= 196.4 min (983.5- 787.1 ) S 505 Sutton Proposed Conditions Hydrologic Analysis Type 11l 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 6/28/2019 H droCAD® 10.00-13 s/n 00401 O 2014 H droCAD Software Solutions LLC Page 21 Volume Invert Avall.Stora e Stora a Description #1A 162.00' 220 of 50.00'W x 18.00%x 4.17'H Field A 3,750 of Overall - 3,200 of Embedded = 550 cf x 40.0% Voids #2A 162.00' 2,311 of retain it 3.5' x 12 Inside#1 Inside= 84.0"W x 42.0"H => 25.10 sf x 8.001 = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.00'L = 266.7 of 6 Rows adjusted for 98.2 cf perimeter wall 2,531 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 59,0' Ke= 0.500 Inlet/Outlet Invert= 162.00'1 157.00' S= 0.0847 Y Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.90' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 163.80' 3.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 164.80' 4.0" Vert. Orifice/Grate C= 0.600 #5 Device 1 165.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 162.00' 1.020 inlhr Exflltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 10.09 hrs HW=162.04' (Free Discharge) t-6=Exflltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.28 cfs @ 12.38 hrs HW=163.50' TW=0.00' (Dynamic Tailwater) t_ =Culvert (Passes 0.28 cfs of 3.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.28 cfs @ 3.16 fps) f 3=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Retain It Inflow Area = 13,844 sf,100.00% Impervious, Inflow Depth = 2.97" for 2-Year event Inflow = 0.99 cfs @ 12.08 hrs, Volume= 3,423 of Outflow = 0.36 cfs @ 12.33 hrs, Volume= 3,423 cf, Atten= 63%, Lag= 14.6 min Discarded = 0.02 cfs @ 8.82 hrs, Volume= 1,619 cf Primary = 0.34 cfs @ 12.33 hrs, Volume= 1,804 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 165.12' @ 12.33 hrs Surf.Area= 900 sf Storage= 1,145 of Plug-Flow detention time= 103.8 min calculated for 3,423 of(100% of inflow) Center-of-Mass det, time= 103.7 min {860.1 - 756.4) 505 Sutton Proposed Conditions Hydrologic Analysis Type 11/24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sin 00401 ©2014 H droCAD Software Solutions LLC Page 22 Volume Invert Avail.Stora a Storage Description #1A 163.50' 167 of 50.00'W x 'i8.00'L x 3.17'H Field A 2,850 cf Overall - 2,432 cf Embedded =418 cf x 40.0% Voids #2A 163.50' 1,632 cf retain_it 2.6' x 12 Inside#1 Inside= 84.0"W x 30.0"H => 17.56 sf x 8.001 = 140A cf Outside= 96.0"W x 38.0"H => 25.33 sf x 8.001 = 202.7 cf 6 Rows ad usted for 52.8 cf perimeter wall 1,800 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.50' 12.0" Round Culvert L= 33.0'-. Ke= 0.500 Inlet/Outlet Invert= 163.50'1 163.04' S= 0.0139 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.80' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 165.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 163,50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 8.82 hrs HW=163.53' (Free Discharge) t--6=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.34 cfs @ 12.33 hrs HW=165.12' TW=0.00' (Dynamic Tailwater) 't--E=Culvert (Passes 0.34 cfs of 4.01 cfs potential flow) =Orifice/Grate (Orifice Controls 0.24 cfs @ 4.81 fps) =OrificelGrate (Orifice Controls 0.10 cfs @ 2.14 fps) =Orifiice/Grate (Controls 0.00 cfs) Summary for Pond 4P: Retain It Inflow Area 43,305 sf, 92.68% Impervious, Inflow Depth = 1.72" for 2-Year event Inflow = 1.89 cfs @ 12.08 hrs, Volume= 6,192 cf Outflow = 0.20 cfs .@ 12.81 hrs, Volume= 6,007 cf, Atten= 89%, Lag=43.3 min Primary = 0.20 cfs @ 12.81 hrs, Volume= 6,007 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 164.59' @ 12.81 hrs Surf.Area= 5,700 sf Storage= 3,276 cf Plug-Flow detention time= 266.9 min calculated for 6,007 cf(97% of inflow) Center-of-Mass det. time= 248.9 min ( 1,029.9 -781.0) Volume Invert Avall.Stora a Storage Description #1A 163.90' 346 cf 114.00'W x 60.001 x 2.67H Field A 15,200 cf Overall - 14,336 cf Embedded = 864 cf x 40.0%Voids #2A 163.90' 9,188 cf retain-it 2.0' x 84 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.001 = 170.7 cf 14 Rows ad usted for 75.6 cf perimeer wall 9,533 cf Total Available Storage 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 ©2014 N droCAD Software Solutions LLC Page 23 Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices '#1 Primary 163.00' 12.0" Round Culvert L= 129.0' Ke= 0.500 Inlet/Outlet Invert= 163.00'/ 157.00' S= 0.0466 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 163.90' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 4.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 165.60' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.20 cfs @ 12.81 hrs HW=164.59' TW=0.00' (Dynamic Tailwater) t--E2=Orlf1ce/G ulvert (Passes 0.20 cfs of 3.95 cfs potential flow) rate (Orifice Controls 0.18 cfs @ 3.63 fps) =Orifice/Grate (Orifice Controls 0.02 cfs @ 1.04 fps) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Retain It Inflow Area = 15,214 sf,100.00% Impervious, Inflow Depth = 2.97" for 2-Year event Inflow - 1.08 cfs @ 12.08 hrs, Volume= 3,762 cf Outflow = 0.05 cfs @ 10.89 hrs, Volume= 3,762 cf, Atten= 95%, Lag= 0.0 min Discarded W 0.05 cfs @ 10.89 hrs, Volume= 3,762 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 167.41' @ 14.33 hrs Surf.Area= 2,196 sf Storage= 1,746 cf Plug-Flow detention time= 281.9 min calculated for 3,762 cf(100% of inflow) Center-of-Mass det. time= 281.8 min ( 1,038.2 - 756.4 ) Volume Invert Avail.Stora e Storage Description ##1A 166.40' 294 cf 18.00'W x 122.001 x 2.67'H Field A 5,856 of Overall - 5,120 cf Embedded = 736 cf x 40.0% Voids #2A 166.40' 3,244 cf retain it 2.0' x 30 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001= 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L = 170.7 cf 2 Rows adjusted for 64.3 cf perimeter wall 3,539 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 166.40' 12.0" Round Culvert L= 27.0' Ke= 0.500 Inlet/Outlet Invert= 166.40'1164.40' S= 0.0741 'I' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 167.60' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 168,30' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 505 Sutton Proposed Conditions Hydrologic Analysis Type fit 24-hr 2-Year Rainfafl=3.20" Prepared by Microsoft Printed 5128/2019 H droCAD® 10.00-13 sin 00401 02014 H droCAD Software Solutions LLC Page 24 #4 Discarded 166.40' 1.020 inlhr Exfiltration over Surface area Phase-In= 0,01' Discarded OutFlow Max=0.05 cfs @ 10.89 hrs HW=166.43' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=166.40' TW=163.90' (Dynamic Tailwater) 'L =Culvert (Controls 0.00 cfs) 2=Orifice/Grate (Controls 0.00 cfs) 3 Orifice/Grate ( Controls 0.00 cfs) .Summary for Pond 6P: Infiltration Trench Inflow Area = 2,552 sf,100.00% impervious, Inflow Depth = 2.97" for 2-Year event Inflow = 0.18 cfs @ 12,08 hrs, Volume= 631 of Outflow -- 0.18 cfs @ 12.08 hrs, Volume= 631 cf, Atten= 0%, Lague 0.1 min Discarded 0.01 cfs @ 11.32 hrs, Volume= 311 of Primary - 0.18 cfs @ 12.08 hrs, Volume= 320 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 1701.51' @ 12.08 hrs Surf.Area= 232 sf Storage= 71 cf Plug-Flow detention time= 108.0 min calculated for 631 cf(100% of inflow) Center-of-Mass det. time= 108.1 min ( 864.5-756.4 ) Volume Invert Avail.Stora a Storage Description #1 169.00, 70 cf Stone Trench (Prismatic)Listed below (Recaic) 174 cf Overall x 40.0%Voids #2 170.50' 12 cf Area Over Trench Prismatic Listed below Recalc 81 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 169.00 116 0 0 170.50 116 174 174 Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 170.50 116 0 0 170.60 116 12 12 Device Routing Invert Outlet Devices #1 Primary 170.50' 70.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.60 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 169.00' 1.0.20 inlhr Exfiltration over Surface area Phase-In= 0.01' I 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by Microsoft Printed 5/28/2019 H droCADD 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Pa-ge 25 Discarded OutFlow Max=0.01 cfs @ 11.32 hrs. HW=170.50' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.18 cfs @ 12.08 hrs HW=170,51' TW=0,00' (Dynamic Tailwater) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.18 cfs @ 0.26 fps) 505 Sutton Proposed Conditions Hydrologic Analysis Type i1124-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sin 00401 ©2014 H droCAD Software Solutions LLC Pacte 26 Summary for Subcatchment PSI: Runoff -- 2.94 cfs @ 12.08 hrs, Volume= 9,882 cf, Depth= 4.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (so CN Descri Lion * 3,170 74 >75% Grass cover, Good, HSG C 23,273 98 Paved parking, HSG C 661 98 Roofs, HSG C 987 98 Unconnected pavement, HSG C 28,091 95 Weighted Average 3,170 11.28% Pervious Area 24,921 88.72% Impervious Area 987 3,96% Unconnected Tc Length Slope Velocity Capacity Description min feet ftffl ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff - 1.49 cfs @ 12.08 hrs, Volume= 5,265 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spam 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 13,844 98 Roofs, HSG C 13,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PSI I: Runoff - 1.64 cfs @ 12.08 hrs, Volume= 5,786 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 15,214 98 Roofs, HSG C 15,214 100.00% Impervious Area 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCAD®10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Pacte 27 Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 2: Runoff - 0.76 cfs @ 12.09 hrs, Volume= 2,357 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 12,822 74 >75% Grass cover, Good HSG C 12,822 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff = 1.42 cfs @ 12.08 hrs, Volume- 4,716 cf, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=4.80" Areas ON Description * 2,572 74 >75% Grass cover, Good, HSG C 6,226 98 Paved parking, HSG C 1,474 98 Roofs, HSG C 3,495 98 Unconnected pavement, HSG C 13,767 94 Weighted Average 2,572 18.68% Pervious Area 11,195 81.32% Impervious Area 3,495 31.22% Unconnected Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff - 0.85 cfs @ 12.08 hrs, Volume= 2,728 cf, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=4.80" 505 Sutton Proposed Conditions Hydrologic Analysis Type !ll 24-hr 90-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 HydmCAD810.00-13 s/n 00401 02014 HydroCAD Software Solutions Lt.0 Paae 28 Area (so ON Description 2,355 74 >75% Grass cover, Good, HSG C 5,874 98 Paved parking, HSG C 34 98 Roofs, HSG C 378 98 Unconnected pavement, HSG C 8,641 91 Weighted Average 2,365 27.25% Pervious Area 6,286 72.75% Impervious Area 378 6.01% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.87 cfs @ 12.09 hrs, Volume= 2,701 ef, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type Ili 24-hr 10-Year Rainfall=4.80" Areas ON Description 8,762 74 >76% Grass cover, Good, HSG C 3,160 98 Paved parking, HSG C 11,922 80 Weighted Average 8,762 73.49% Pervious Area 3,160 26.51% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS5: Runoff - 1.06 cfs @ 12.09 hrs, Volume= 3,342 cf, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-ON, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area {sf] CN Description 5% Grass cover,4,846 74 >7 Good, HSG C 5,452 98 Paved parking, HSG C 95 98 Roofs, HSG C 1,133 98 Unconnected pavement, HSG C 11,626 88 Weighted Average 4,846 42.04% Pervious Area 6,680 57.96% Impervious Area 1,133 16.96% Unconnected 505 Sutton Proposed Conditions Hydrologic Analysis Type ili 24-hr 90-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28l2019 H droCAD® 10.00 13 s/n 00401 O 2014 H droCAD Software Solutions LLC Page 29 Tc Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.32 cfs @ 12.09 hrs, Volume= 982 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 5,343 74 >75% Grass cover, Good, HSG C 5,343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff - 0.16 cfs @ 12.09 hrs, Volume= 490 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 2,666 74 >75% Grass cover, Good, HSG C 2,666 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS8: Runoff - 1.22 cfs @ 12.09 hrs, Volume= 3,842 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (so CN Description 20,900 74 >76% Grass cover, Good, HSG C 20,900 100.00%Pervious Area I 508 Sutton Proposed Conditions Hydrologic Analysis Type Iif 24-hr 10-Year Rainfafl-4.80" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 0 2014 H droCAD Software Solutions LLC Page 30 Tc Length Slope Velocity Capacity Description (min) fe50 0.0300 0.17 (cfs) Sheet Flow Grass; Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, I Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.62 - Shallow Concentrated Flow, 6.2 280 Total Unpaved Kv= 16.1 fps Summary for Subcatchment PS8A: Runoff = 0.27 cfs @ 12.08 hrs, Volume= 971 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (so CN Description 587 98 Roofs, HSG C 1,965 98 Unconnected pavement, HSG C 2,552 98 Weighted Average 2,552 100.00% Impervious Area 1,965 77.0% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 1.94 cfs @ 12.08 hrs, Volume= 6,830 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 17,961 98 Roofs, HSG C 17,961 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft fUsec cfs 6.0 Direct Entry, Summary for Reach DP1: [40] Hint: Not Described (Outflow=I nf low) Inflow Area = 126,309 sf, 78.59% Impervious, Inflow Depth > 2.90" for 10-Year event Inflow - 4.06 cfs @ 12.12 hrs, Volume= 30,563 of Outflow = 4.06 cfs @ 12.12 hrs, Volume= 30,563 cf, Atten= 0%, Lag= 0.0 min 505 Sutton Proposed Conditions Hydrologic Analysis Type !1! 24-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 31 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 23,452 sf, 10.88% Impervious, Inflow Depth = 2.27" for 10-Year event Inflow - 1,49 cfs @ 12.09 hrs, Volume= 4,437 cf Outflow - 1,49 cfs @ 12.09 hrs, Volume= 4,437 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP3: [40] Hint: Not Described (Outflow=Inflow) Summary for Reach DP4: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 12,822 sf, 0.00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 2,357 cf Outflow - 0.76 cfs @ 12.09 hrs, Volume= 2,357 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0,01 hrs 13 Summary for Reach DP5: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2,666 sf, 0.00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow 0.16 cfs @ 12.09 hrs, Volume= 490 cf Outflow = 0.16 cfs @ 12.09 hrs, Volume= 490 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 1 P: Retain It Inflow Area = 31,945 sf, 75.90% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow 3.09 cfs @ 12.08 hrs, Volume= 10,540 cf Outflow - 1,26 cfs @ 12.30 hrs, Volume= 10,540 cf, Atten= 59%, Lag= 12.7 min Discarded = 0.03 cfs @ 7.39 hrs, Volume= 2,818 cf Primary - 1.23 cfs @ 12.30 hrs, Volume= 7,723 of Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 90-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 32 Peak Elev= 164.44' @ 12.30 hrs Surf.Area= 1,460 sf Storage= 2,404 of Plug-Flow detention time=49.4 min calculated for 10,537 of (100% of inflow) Center-of-Mass det. time=49.4 min ( 816.8- 767.4) Volume Invert Avall.Stora a Storage Description #1A 162.00' 867 of 146.00'W x 10.00%x 6.17'H Field A 7,543 of Overall -5,376 of Embedded = 2,167 of x 40.0%Voids #2A 162,50' 3,870 of retain-it 4.0' x 18 Inside 41 Inside= 84.0"W x 48.0°H => 28.87 sf x 8.00'L= 230.9 of Outside= 96.0"W x 56,0"H => 37.33 sf x 8.001 = 298.7 of 18 Rows adjusted for 286.9 of perimeter wall 4,737 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.50' 12.0" Round Culvert L= 112.0' Ke= 0,500 Inlet/Outlet Invert= 162.50'1 153.84' S= 0.0773 T Cc= 0.900 n= 0.012, Flow Area= 0,79 sf #2 Device 1 162.50' 6.0"Vert. Orifice/Grate C= 0.600 93 Device 1 164.50' 3.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 166.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 162.00' 1.020 inlhr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.03 cfs @ 7.39 hrs HW=162.05' (Free Discharge) t -5=ExfIItration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.23 cfs @ 12.30 hrs HW=164.44' TW=0.00' (Dynamic Tailwater) t-- =Culvert (Passes 1.23 cfs of 4.53 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.23 cfs @ 6.25 fps) 3=Orifice/Grate (Controls 0,00 cfs) Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Retain It Inflow Area = 13,767 sf, 81.32% Impervious, Inflow Depth = 4.11" for 10-Year event Inflow - 1.42 cfs @ 12.08 hrs, Volume= 4,716 of Outflow -- 0.60 cfs @ 12.28 hrs, Volume= 4,716 of, Atten= 58%, Lag= 11.7 min Discarded 0.02 cfs @ 8.71 hrs, Volume= 1,987 of Primary = 0.58 cfs @ 12.28 hrs, Volume= 2,729 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs /3 Peak Elev= 164,22' @ 12.28 hrs Surf.Area= 900 sf Storage= 1,582 of Plug-Flow detention time= 155.0 min calculated for 4,716 of(100% of inflow) Center-of-Mass det. time= 155.0 min (929.6-774.6 ) i 505 Sutton Proposed Conditions Hydrologic Analysis Type I// 24-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 0 2014 H droCAD Software Solutions LLC Page 33 Volume Invert Avail.Stora e Storage Description #1A 162.00' 220 cf 50.00'W x 18.00'L x 4.17'H Field A 3,750 cf Overall - 3,200 of Embedded = 550 cf x 40.0%Voids #2A 162,00' 2,311 cf retain it 3.5' x 12 Inside#1 , Inside= 84.0"W x 42.0"H => 25.10 sf x 8.001 = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.001= 266.7 of 6 Rows adjusted for 98.2 of perimeter wall 2,531 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162,00' 12.0" Round Culvert L= 59.0' Ke= 0.500 Inlet I Outlet Invert= 162.00' 1 157.00' S= 0.0847'1' Cc= 0.900 n= 0.012, Flow Area= 0.,79 sf #2 Device 1 162.90' 4.0" Vera. Orifice/Grate C= 0.600 #3 Device 1 163.80' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 164.80' 4.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 165.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 162.00' 1.020 in/hr Exfiltration over Surface area Phasedn= 0.01' Discarded OutFlow Max=0.02 cfs @ 8.71 hrs HW=162.04' (Free Discharge) t-6=Exfiltratlon (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.58 cfs @ 12.28 hrs HW=164.22' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 0.58 cfs of 4.96 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.46 cfs @ 5.17 fps) 3=Orifice/Grate (Orifice Controls 0.13 cfs @ 2.61 fps) =OrificelGrate ( Controls 0.00 cfs) Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Retain It Inflow Area = 13,844 sf,100.00% Impervious, Inflow Depth = 4.56" for 10-Year event Inflow 1.49 cfs @ 12.08 hrs, Volume= 5,265 cf Outflow - 0.55 cfs @ 12.32 hrs, Volume= 5,265 cf, Atten= 63%, Lag= 14.3 min Discarded 0.02 cfs @ 7.22 hrs, Volume= 1,881 of Primary = 0.63 cfs @ 12.32 hrs, Volume= 3,383 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 165.80' @ 12.32 hrs Surf.Area= 900 sf Storage= 1,627 of Plug-Flow detention time= 93.9 min calculated for 5,263 of(100% of inflow) Center-of-Mass det. time= 93.9 min ( 842.6- 748.7 ) 505 Sutton Proposed Conditions Hydrologic Analysis Type !I!24-hr 10-Year RainfaN=4.80" Prepared by Microsoft Printed 5/2812019 H rdroCAD® 10.00-13 sIn 00401 02014„HydroCAD Software Solutions,LLC Page 34 Volume Invert Avail.Stora a Storage Description #1A 163.50' 167 cf 50.00'W x 18.001 x 3.17'H Field A 2,850 of Overall -2,432 of Embedded = 418 of x 40.0% Voids #2A 163.60, 1,632 of retain it 2.5' x 12 Inside#1 Inside= 84.0"W x 30.0"H => 17.56 sf x 8,001 = 140.4 of Outside= 96.0"W x 38.0"H => 25.33 sf x 8.001 = 202.7 of 6 Rows adjusted for 52.8 of perimeter wall 1,800 cf Total Available Storage Storage Group A created with Chamber.Wizard Device Primary e R O 163.50' Outlet Round Culvert L= 33.0 Ke= 0.500 Inlet/Outlet Invert= 163.50'1 163.04' S= 0.0139 ? Cc= 0,900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164.00' 3,0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.80' 3.0"Vert, Orifice/Grate C= 0,600 #4 Device 1 165.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 163,50' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01, Discarded OutFlow Max=0.02 cfs @ 7.22 hrs HW=163.53' (Free Discharge) t-5=Exfiitratian (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.53 cfs @ 12.32 hrs HW=165.80' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 0.53 cfs of 5,08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0,31 cfs @ 6.24 fps) 3=Orifice/Grate (Orifice Controls 0.22 cfs @ 4.52 fps) =OrificefGrate (Weir Controls 0.00 cfs @ 0.22 fps) Summary for Pond 4P: Retain It Inflow Area = 43,305 sf, 92.68% Impervious, Inflow Depth = 3.02" for 10-Year event Inflow = 2.94 cfs @ 12.08 hrs, Volume= 10,892 of Outflow - 0,47 cfs @ 12.82 hrs, Volume= 10,685 of, Atten= 84%, Lag= 43.9 min Primary = 0.47 cfs @ 12.82 hrs, Volume= 10,685 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 164.98' @ 12.82 hrs Surf.Area= 5,700 sf Storage= 5,107 cf Plug-Flow detention time= 228.4 min calculated for 10,682 of(98% of Inflow) Center-of-Mass det. time= 216.7 min ( 989.9- 773.2) Volume Invert Avail.Stora a Storage Description #1A 163.90' 346 of 114.00'W x 50.00%x 2.67'H Field A 15,200 of Overall- 14,336 of Embedded = 864 of x 40.0% Voids #2A 163.90' 9,188 of retain-it 2.0' x 84 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8,00'L= 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00% = 170.7 of 14 Rows adjusted for 75.6 of perimeter wall 9,533 of Total Available Storage i 505 Sutton Proposed Conditions Hydrologic Analysis Type i1124-hr 10-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sln 00401 0 2014 H droCAD Software Solutions LLC Page 35 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163,00' 12.0" Round Culvert L= 129.0' Ke= 0.500 Inlet 1 Outlet Invert= 163.00'1 157.00' S= 0,0465 T Cc= 0.900 n= 0,012, Flow Area= 0,79 sf 02 Device 1 163.90' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 165,60' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.47 cfs @ 12.82 hrs HW=164.98' TW=0.00' (Dynamic Tallwater) '�- =Culvert (Passes 0.47 cfs of 4.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.23 cfs @ 4.71 fps) 3=Orifiee/Grate (Orifice Controls 0.24 cfs @ 2.70 fps) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P•. Retain It Inflow Area = 15,214 sf,100.00% impervious, Inflow Depth = 4.56" for 10-Year event Inflow - 1.64 cfs @ 12.08 hrs, Volume= 5,786 cf Outflow - 0,24 cfs @ 12.57 hrs, Volume= 5,786 cf, Atten= 85%, Lag= 29.3 min Discarded - 0.05 cfs @ 9.60 hrs, Volume= 4,776 cf Primary - 0,19 cfs @ 12.67 hrs, Volume= 1,010 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs f 3 Peak Elev= 167.87' @ 12.57 hrs Surl'.Area= 2,196 sf Storage= 2,544 of Plug-Flow detention time= 307.6 min calculated for 5,784 cf(100% of inflow) Center-of-Mass det. time= 307,8 min ( 1,056.5 -748.7 ) Volume Invert Avail.Stora a Storage Description #1A 166.40' 294 cf 18.00'W x 122.001 x 2.67H Field A 5,856 cf Overall - 5,120 cf Embedded = 736 cf x 40.0% Voids #2A 166.40' 3,244 cf retain it 2.0' x 30 Inside#1 Inside= 84.0"W x 24,0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 of 2 Rows adjusted for 64.3 cf perimeter wall 3,539 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 166.40' 12.0" Round Culvert L= 27.0' Ke= 0.500 Inlet 1 Outlet Invert= 166.40' 1 164.40' S= 0.0741 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 167.60' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 168,30' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 505 Sutton Proposed Conditions Hydrologic Analysis Type llf 24-hr 90-Year Rainfall=4.80" Prepared by Microsoft Printed 5/28/2019 H droCADO 10,00-13 s/n 00401 U 2014 H droCAD Software Solutions LLC Page 36 #4 Discarded 166.40' 1.020 in/hr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.05 cfs @ 9,60 hrs HW=166.43' (Free Discharge) L4=Exfiltration (Exfiltration Controls 0.05 cfs) rimary OutFlow Max=0.19 cfs @ 12.67 hrs HW=167.87' TW=164.97' (Dynamic Tailwater) 1=Culvert (Passes 0.19 cfs of 3.72 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.76 fps) 3=Orifice/Grate (Controls 0.00 cfs) Summary for Pond 6P: Infiltration Trench Inflow Area = 2,552 sf,100.00% Impervious, Inflow Depth = 4.56" for 10-Year event Inflow = 0.27 cfs @ 12.08 hrs, Volume= 971 of Outflow - 0.27 cfs @ 12,08 hrs, Volume= 971 of, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 9.96 hrs, Volume= 375 of Primary - 0.27 cfs @ 12.08 hrs, Volume= 595 of Routing by Dyn-Stor-ind method, Time Span= 0.00-36.00 hrs, dt= 0,01 hrs/3 Peak Elev= 170.51' @ 12.08 hrs Surf.Area= 232 sf Storage= 71 of Plug-Flow detention time= 82.2 min calculated for 976 of(100% of inflow) Center-of-Mass det. time= 82.3 min ( 831.0- 748.7) Volume Invert Avail.Storage Storage Description #1 169,00, 70 of Stone Trench (Prismat ic)Listed below (R°.. ecalc) 174 cf Overall x 40,0% Voids #2 170.60' 12 cf Area Over Trench Prismatic Listed below Recalc 81 of Total Available Storage Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 169.00 116 0 0 170.50 116 174 174 Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 170.50 116 0 0 170.60 116 12 12 Device Routing Invert Outlet Devices #1 Primary 170.50' 70.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2,85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 169,00' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' I 505 Sutton Proposed Conditions Hydrologic Analysis Type IN 24-hr 90-Year Rainfall=4.60" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sln 00401 cO 2014 H droCAD Software Solutions LLC Page 37 Discarded OutFiow Max=0.01 cfs @ 9.96 hrs HW=170.50' (Free Discharge) t-2=Exfiltration (Exfiftration Controls 0.01 cfs) Primary OutFlow Max=0.27 cfs @ 12.08 hrs HW=170.51' TW=0,00' (Dynamic Tailwater) t--1=B road-C rested Rectangular Weir (Weir Controls 0.27 cfs @ 0.30 fps) 505 Sutton Proposed Conditions Hydrologic Analysis Type/1/24-hr 25-Year Rafnfafl=5.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 38 Summary for Subcatchment PSI: Runoff - 3.72 cfs @ 12.08 hrs, Volume= 12,668 cf, Depths 5,41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (sf) CN Description 3,170 74 >75%Grass cover, Good HSG C 23,273 98 Paved parking, HSG C 661 98 Roofs, HSG C 987 98 Unconnected pavement, HSG C 28,091 95 Weighted Average 3,170 11.28% Pervious Area 24,921 88.72% Impervious Area 987 3.96% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI©: Runoff - 1.87 cfs @ 12.08 hrs, Volume= 6,647 cf, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" _ Area (sD CN Description 13,844 98 Roofs, HSG C 13,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 1: Runoff = 2.05 cfs @ 12.08 hrs, Volume= 7,305 cf, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type ill 24-hr 25-Year Rainfall=6.00" Area (so CN Description 15,214 98 Roofs, HSG C 15,214 100.00% Impervious Area 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00u Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Page 39 Te Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI2: Runoff - 1.10 cfs @ 12.09 hrs, Volume= 3,403 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Areas CN Description 12,822 74 >75% Grass cover, Good, HSG C 12,822 100.00% Pervious Area Tc Length Slope Velocity Capacity Description . min feet ftlft ft/sec cfs 6.0 " Direct Entry, Summary for Subcatchment PS2: Runoff = 1.80 cfs @ 12.08 hrs, Volume= 6,077 cf, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (go CN Description * 2,572 74 >75% Grass cover, Good, HSG C 6,226 98 Paved parking, HSG C 1,474 98 Roofs, HSG C 3,495 98 Unconnected pavement, HSG C 13,767 94 Weighted Average 2,572 18.68% Pervious Area 11,195 81.32% Impervious Area 3,495 31.22% Unconnected Tc Length Slope Velocity Capacity Description min feet ftfft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff = 1.09 cfs @ 12.08 hrs, Volume= 3,570 cf, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD®10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 40 Areas CN Description 2,355 74 >75% Grass cover, Good, HSG C 5,874 98 Paved parking, HSG C 34 98 Roofs, HSG C 378 98 Unconnected pavement, HSG C 8,641 91 Weighted Average 2,355 27.25% Pervious Area 6,286 72.75% Impervious Area 378 6.01% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft) (fUsec) (cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 1.21 cfs @ 12.09 hrs, Volume= 3,757 cf, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Areas CN Description 8,762 74 >75% Grass cover, Good, HSG C 3,160 98 Paved parking, HSG C 11,922 80 Weighted Average 8,762 73.49% Pervious Area 3,160 26.51% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6,0 Direct Entry, Summary for Subcatchment PS5: Runoff - 1.39 cfs @ 12.09 hrs, Volume= 4,443 cf, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (so CN Description 4,846 74 >75% Grass cover, Good, HSG C 5,452 98 Paved parking, HSG C 95 98 Roofs, HSG C 1,133 98 Unconnected pavement, HSG C 11,526 88 Weighted Average 4,846 42.04% Pervious Area 6,680 57.96% Impervious Area 1,133. 16.96% Unconnected 506 Sutton Proposed Conditions Hydrologic Analysis Type 11! 24-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sin 00401 ©2014 H droCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (ft1q) (ftfsec) (cfs 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.46 cfs @ 12.09 hrs, Volume= 1,418 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Areas ON Description 5,343 74 >75% Grass cover, Good, HSG C 5,343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift)_ ftlsec cfs 6,0 Direct Entry, Summary for Subcatchment PS7: Runoff = 0.23 cfs @ 12.09 hrs, Volume= 708 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-ON, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type HI 24-hr 25-Year Rainfall=6.00" Areas ON Description 2,666 74 >75% Grass cover, Good, HSG C 2,666 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet Rift) (ftlsec) (cfs 6.0 Direct Entry, Summary for Subcatchment PS8: Runoff — 1.78 cfs @ 12.09 hrs, Volume= 5,547 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Areas CN Description 20,900 74 >75% Grass cover, Good, HSG C 20,900 100.00% Pervious Area 506 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 25-Year Rainfall=6.00" ?0" Prepared by Microsoft Printed 5/28/2019 119 y roCAD® 10.00-13 sin 00401 0 2014 HydroCAD Software Solutions LL.0 Page 44 42 Peak Elev= 165.06' @ 12.29 hrs Surf.Area= 1,460 sf Storages 3,082 cf Plug-Flow detention time= 45.8 min calculated for 13,608 of(100% of inflow) Center-of-Mass det. time= 45.9 min ( 809.2-763.3 ) Volume Invert Avail.Stora e Storage Description #1A 162.00' 867 cf 14£.00'W x 10.001 x 5.17'H Field A 7,543 cf Overall - 5,376 cf Embedded = 2,167 cf x 40.0% Voids -- #2A 162.50' 3,870 cf retain it 4.0' x 18 Inside#1 Inside= 84.0"W x 48,0"H => 28.87 sf x 8.001 = 230.9 cf Outside= 96.0"W x 56.0"H => 37.33 sf x 8.00'L = 298.7 cf 18 Rows ad`usted for 286.9 cf erlmeter wall 4,737 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.50' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/Outlet Invert= 162.50'/ 153.84' S= 0.0773 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 166,40' 12.0" Horiz, Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 162,00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0,01, Discarded OutFlow Max=0,03 cfs @ 6.41 hrs HW=162.05' (Free Discharge) t--S=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.59 cfs @ 12.29 hrs HW=165.06' TW=0.00' (Dynamic Tailwater) =Culvert (Passes 1.59 cfs of 5.42 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.44 cfs @ 7,31 fps) 3=Orifice/Grate (Orifice Controls 0.16 cfs @ 3,17 fps) =OrificelGrate ( Controls 0.00 cfs) Summary for Pond 2P: Retain It Inflow Area = 13,767 sf, 81.32% Impervious, Inflow Depth = 5.30" for 25-Year event --- Inflow - 1.80 cfs @ 12.08 hrs, Volume= 6,077 cf Outflow - 0.76 cfs @ 12.28 hrs, Volume= 6,077 cf, Atten= 58%, Lag= 11.5 min Discarded = 0.02 cfs @ 7.80 hrs, Volume= 2,112 cf Primary - 0.74 cfs @ 12.28 hrs, Volume= 3,964 cf Routing by Dyn-Star-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 164.69' @ 12.28 hrs Surf.Area= 900 sf Storage= 1,922 cf Plug-Flow detention time= 135.6 min calculated for 6,075 cf(100% of inflow) Center-of-Mass det. time= 1353 min ( 904.2-768.5 ) 505 Sutton Proposed Conditions Hydrologic Analysis Type fff 24-hr 25-Year Rainfafl=6.00" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 sin 00401 0 2014 H droCAD Software Solutions I-LC Page 45 Volume Invert Avall.Stora e Storage Description #1A 162.00' 220 cf 60.00'W x 1-8.00%x 4.17'H Field A 3,750 of Overall - 3,200 cf Embedded = 550 cf x 40.0% Voids #2A 162,00' 2,311 cf retain it 3.5' x 12 Inside#1 Inside=84.0"W x 42.0"H => 25.10 sf x 8.00'L= 200.8 of Outside= 96.0"W x 50.0"H => 3133 sf x 8.00% = 266.7 cf 6 Rows adjusted for 98.2 cf perimeter wall 2,531 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 59.0' Ke= 0.500 Inlet/Outlet Invert= 162.00'1157.00' S= 0.0847 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.90' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 163.80' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 164,80' 4.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 165,40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 162.00' 1.020 infhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFiow Max=0.02 cfs @ 7.80 hrs HW=162.04' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.74 cfs @ 12.28 hrs HW=164.69' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 0.74 cfs of 5.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.54 cfs @ 6.14 fps) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.22 fps) =OrificefGrate (Controls 0.00 cfs) =OrlficefGrate (Controls 0.00 cfs) Summary for Pond 3P: Retain It Inflow Area = 13,844 sf,100.00% Impervious, inflow Depth = 5.76" for 25-Year event Inflow - 1.87 cfs @ 12.08 hrs, Volume= 6,647 cf Outflow - 1.30 cfs @ 12.16 hrs, Volume= 6,647 cf, Atten= 31%, Lag= 4.8 min Discarded 0.02 cfs @ 6.05 hrs, Volume= 2,000 cf Primary - 1.28 cfs @ 12.16 hrs, Volume= 4,648 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 165.97' @ 12.16 hrs Surf.Area= 900 sf Storage= 1,743 cf Plug-Flow detention time= 85.1 min calculated for 6,645 cf (100% of inflow) Center-of-Mass det. time= 85.2 min ( 830.3 - 745.1 ) 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 02014 H droCAD Software Solutions LLC Page 46 Volume Invert Avail.Stora a Storage Description #1A 163.50' 167 of 50.00'W x 18.00%x 3.17'H Field A 2,850 of Overall -2,432 of Embedded =418 of x 40.0% Voids #2A 163.50' 1,632 of retain_it 2.5' x 12 Inside#1 Inside= 84.0"W x 30.0"H => 17.56 sf x 8.00'L = 140.4 of Outside= 96.0"W x 38.0"H => 25.33 sf x 8.001= 202.7 of 6 Rows adjusted for 52.8 cf perimeter wall 1,800 of Total Available Storage ' Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.50' 12.0" Round Culvert L= 33.0' Ke= 0.500 Inlet/Outlet Invert= 163.50'/ 163.04' S= 0.0139 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164,00' 3.0"Vera. Orifice/Grate C= 0.600 #3 Device 1 164.80' 3.0"Vert. Orifice/Grate' C= 0.600 #4 Device 1 165.80' 12.0" Horiz, Orifice/Grate C= U00 Limited to weir flow at low heads #5 Discarded 163.50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 6.05 hrs HW=163,53' (Free Discharge) t--5=Exfiltration (Exfiltration Controls 0.02 cfs) rimary OutFlow Max=1.27 cfs @ 12.16 hrs HW=165.97' TW=0,00' (Dynamic Tailwater) E32=Orif ulvert (Passes 1.27 cfs of 5.31 cfs potential flow) ice/Grate (Orifice Controls 0.32 ofs @ 6.54 fps) =OrificefGrate (Orifice Controls 0.24 cfs @ 4.92 fps) =OrificefGrate (Weir Controls 0.71 cfs @ 1.34 fps) Summary for Pond 4P: Retain It Inflow Area = 43,305 sf, 92.68% Impervious, Inflow Depth = 4.12" for 25-Year event Inflow 3.72 cfs @ 12.08 hrs, Volume= 14,851 of Outflow -- 0.63 cfs @ 12.91 hrs, Volume= 14,630 of, Atten= 83%, Lag=49.6 min Primary = 0.63 cfs @ 12,91 hrs, Volume= 14,630 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 165.39' @ 12,91 hrs Surf.Area= 5,700 sf Storage= 7,030 of Plug-Flow detention time 215.0 min calculated for 14,630 of(99% of inflow) Center-of-Mass det. time= 205.6 min ( 974.1 - 768.5 ) Volume Invert Avail.Storage Storage Description #1A 163.90' 346 of 114.00'W x 50.001 x 2.67'H Field A 15,200 cf Overall - 14,336 of Embedded = 864 of x 40.0% Voids #2A 163.90' 9,188 of retain it 2.0' x 84 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001= 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 of 14 Rows adjusted for 75.6 of perimeter wall 9,533 of Total Available Storage 505 Sutton Proposed Conditions Hydrologic Analysis Type l//24-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 47 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.00' 12.0" Round Culvert L= 129.0' Ke= 0.500 Inlet/Outlet Invert= 163.00'1 157.00' S= 0.0465 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 163.90' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.50' 4.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 166.60' 4.0' long x 0.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.63 cfs @ 12.91 hrs HW=165.39' TW=0.00' (Dynamic Tailwater) L =Culvert (Passes 0.63 cfs of 5.20 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.62 fps) 3=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.09 fps) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Retain It Inflow Area = 15,214 sf,100r00% Impervious, Inflow Depth = 5.76" for 25-Year event Inflow -- 2.05 cfs @ 12.08 hrs, Volume= 7,305 cf Outflow - 0.53 cfs @ 12.44 hrs, Volume= 7,305 cf, Atten= 74%, Lag= 21.4 min Discarded = 0.05 cfs @ 8.92 hrs, Volume= 5,122 cf Primary - 0.48 cfs @ 12.44 hrs, Volume= 2,183 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 168.1 V @ 12.44 hrs Surf.Area= 2,196 sf Storage= 2,964 cf Plug-Flow detention time= 270.7 min calculated for 7,303 cf(100% of inflow) Center-of-Mass det. time= 270.8 min ( 1,015.9 -745.1 ) Volume Invert Avall.Storage Storage Description #1A 166.40' 294 cf 18.00'W x 122.001 x 2.67'H Field A 5,856 cf Overall - 5,120 of Embedded = 736 of x 40.0% Voids #2A 166.40' 3,244 cf retain it 2.0' x 30 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L = 170.7 cf 2 Rows adjusted for 64.3 cf perimeter wall 3,539 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 166.40' 12.0" Round Culvert L= 27.0' Ke= 0.500 Inlet/Outlet Invert= 166.40'1164.40' S= 0.0741 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 167.60' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 168.30' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flaw at low heads i I 505 Sutton Proposed Conditions Hydrologic Analysis Type 11l 24-hr 25-Year Rainfall=6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sln 00401 ©2014 H droCAD Software Solutions LLC Page 48 #4 Discarded 166.40' 1.020 inthr Exfiltration over Surface area Phase-in= 0.01' Discarded OutFlow Max=0.05 cfs @ 8.92 hrs HW=166.43' (Free Discharge) t-4=Exfiitration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.48 cfs @ 12.44 hrs HW=168.11' TW=165.29' (Dynamic Tailwater) t- =Culvert (Passes 0.48 cfs of 4.16 cfs potential flow) 2_Orifice/Grate (Orifice Controls 0.48 cfs @ 2.46 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 6P: Infiltration Trench Inflow Area = 2,552 sf,100.00% Impervious, Inflow Depth = 5.76" for 25-Year event Inflow - 0.34 cfs @ 12.08 hrs, Volume= 1,225 of Outflow - 0.34 cfs @ 12.08 hrs, Volume= 1,225 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 9.06 hrs, Volume= 410 of Primary 0.34 cfs @ 12.08 hrs, Volume= 815 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 170.51' @ 12.08 hrs Surf.Area= 232 sf Storage= 71 cf Plug-Flow detention time= 69.1 min calculated for 1,225 cf(100% of inflow) Center-of-Mass det. time= 69.2 min ( 814.3 - 745.1 ) Volume Invert Avall.Stora a Storage Description #1 169.00' 70 cf Stone Trench (Prismatic)Listed below (Recalc) 174 cf Overall x 40.0% Voids #2 170.50' 12 cf Area Over Trench Prismatic Listed below Recalc 81 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 169.00 116 0 0 170.50 116 174 174 Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 170.50 116, 0 0 170.60 116 12 12 Device Routing Invert Outlet Devices #1 Primary 170.50' 70.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef, (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 ' #2 Discarded 169.00' 1.020 in/hr Exflltration over Surface area Phase-In= 0.01' 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 25-Year Rainfa11-6.00" Prepared by Microsoft Printed 5/28/2019 H droCAD010.00-13 s/n 00401 02014 N droCAD Software Solutions L.LC Page 49 Discarded OutFlow Max=0.01 cfs @ 9.06 hrs HW=170:50' (Free Discharge) t--2=Exfiitration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.34 cfs @ 12.08 hrs HW=170.51' TW=0.00' (Dynamic Tailwater) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 0.33 fps) 505 Sutton Proposed Conditions Hydrologic Analysi Type /// 24-hr 900-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 50 Summary for Subcatchment PSI: Runoff -- 5.39 cfs @ 12.08 hrs, Volume= 18,725 cf, Depth= 8.00" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so CN Description 3,170 74 >75% Grass cover, Good, HSG C 23,273 98 Paved parking, HSG C 661 98 Roofs, HSG C 987 98 Unconnected pavement. HSG C 28,091 95 Weighted Average 3,170 11.28% Pervious Area 24,921 88.72% Impervious Area 987 3.96% Unconnected Tc Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff - 2.68 cfs @ 12.08 hrs, Volume= 9,644 cf, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfali=8.60" Areas CN Description 13,844 98 Roofs, HSG C 13,844 100.00% Impervious Area Te Length Slope Velocity Capacity Description min feet ftl#t ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 1: Runoff -- 2.95 cfs @ 12.08 hrs, Volume= 10,599 cf, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so CN Description 15,214 98 Roofs, HSG C 15,214 100.00% Impervious Area 505 Sutton Proposed Conditions Hydrologic Analysi Type il124-hr 900-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sin 00401 02014 H droCAD Software Solutions LLC Page 51 Tc Length Slope Velocity Capacity Description min feat ftlft ftlsee cfs 6.0 Direct Entry, Summary for Subcatchment PSI 2: Runoff - 1.88 cfs @ 12.09 hrs, Volume= 5,840 cf, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area__(§D CN Description 12,822 74 >75% Grass cover, Good, HSG C 12,822 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ftlft) (ftlsec) (cfs)_,., _ 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff - 2.63 cfs @ 12.08 hrs, Volume= 9,039 cf, Depth= 7.88" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas CN Description 2,672 74 >75% Grass cover, Good, HSG C 6,226 98 Paved parking, HSG C 1,474 98 Roofs, HSG C 3,495 98 Unconnected pavement, HSG C 13,767 94 Weighted Average 2,572 18.68% Pervious Area 11,195 81.32% Impervious Area 3,495 31.22% Unconnected Tc Length Slope Velocity Capacity Description (min) feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff - 1.61 cfs @ 12.08 hrs, Volume= 5,413 cf, Depth= 7.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" 505 Sutton Proposed Conditions Hydrologic Analysi Type 111 24-hr 900-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD010.00-13 sfn 00401 0 2014 H droCAD Software Solutions LLC Page 5- Area (s CN Description 2,355 74 >75% Grass cover, Good, HSG C 5,874 98 Paved parking, HSG C 34 98 Roofs, HSG C 378 98 Unconnected pavement, HSG C 8,641 91 Weighted Average 2,355 27.25% Pervious Area 6,286 72.75% Impervious Area 378 6.01% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 1.95 cfs @ 12,09 hrs, Volume= 6,149 cf, Depth= 6.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so CN Description 8,762 74 >75% Grass cover, Good, HSG C 3,160 98 Paved parking, HSG C 11,922 80 Weighted Average 8,762 73.49% Pervious Area 3,160 26.51% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ftlM (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS5: Runoff = 2.09 cfs @ 12.08 hrs, Volume= 6,873 cf, Depth= 7.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas CN Description 4,846 74 >75% Grass cover, Good, HSG C 6,452 98 Paved parking, HSG C 95 98 Roofs, HSG C 1,133 98 Unconnected pavement, HSG C 11,526 88 Weighted Average 4,846 42.04% Pervious Area 6,680 57.96% Impervious Area 1,133 16.96% Unconnected i- 506 Sutton Proposed Conditions Hydrologic Analysi Type 11124-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 sin 00401 02014 H droCAD Software Solutions LLC Page 53 To Length Slope Velocity Capacity Description min feet ft/ft fUsec cfs 6.0 Direct Entry, Summary for Subcatchment PSG: Runoff - 0.78 cfs @ 12.09 hrs, Volume= 2,434 of, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sD CN Description 5,343 74 >75% Grass cover, Good, HSG C 5,343 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff -- 0.39 cfs @ 12.09 hrs, Volume= 1,214 cf, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so CN Description 2,666 74 >75% Grass cover, Good, HSG C 2,666 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ft/ft fusee cfs 6.0 Direct Entry, Summary for Subcatchment P88: Runoff 3.04 cfs @ 12.09 hrs, Volume= 9,519 of, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sO CN Descri tion 20,900 74 >75% Grass cover, Good, HSG C 20,900 100.00% Pervious Area 505 Sutton Proposed Conditions Hydrologic Analysi Type Ill 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft - Printed 5/28/2019 HydroCAD® 10.00-13 sin 00401 02014 HydroCAD Software Solutions LLC Page 54 Te Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 f s 6.2 280 Total Summary for Subcatchment PS8A: Runoff = °0.49 cfs @ 12.08 hrs, Volume= 1',778 cf, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas CN Description 587 98 Roofs, HSG C 1,965 98 Unconnected pavement, HSG C 2,552 98 Weighted Average 2,552 100.00% Impervious Area 1,965 77.00% Unconnected Tc Length Slope Velocity Capacity Description min feet f#Ift ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 3.48 cfs @ 12.08 hrs, Volume= 12,513 cf, Depth= 8,36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" _ Area (sf) CN Description 17,961 98 Roofs, HSG C 17,961 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet fVft ft/sec cfs 6.0 Direct Entry, Summary for Reach DPI: (40] Hint: Not Described (Outflow=inflow) Inflow Area = 126,309 sf, 78.59% Impervious, Inflow Depth > 6.45" for 100-Year event Inflow = 9.97 ofs @ 12.10 hrs, Volume= 67,917 cf Outflow = 9.97 cfs @ 12.10 hrs, Volume= 67,917 cf, Atten= 0%, Lag= 0.0 min V 1 505 Sutton Proposed Conditions Hydrologic Anaiysi Type !li 24-hr 100-Year Rainfall=8.60 Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 55 Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: (40] Hint: Not Described (Outflow=Inflow) Inflow Area = 23,452 sf, 10.88% Impervious, Inflow Depth = 5.55" for 100-Year event Inflow - 3.53 cfs @ 12.09 hrs, Volume= 10,839 cf Outflow - 3.53 cfs @ 12.09 hrs, Volume= 10,839 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs!3 Summary for Reach DP3: [40] Hint: Not Described (Outflow=Inflow) Summary for Reach DP4: [40] Hint: Not Described (Outflow=I nf low) Inflow Area = 12,822 sf, 0.00% Impervious, Inflow Depth = 5.47" for 100-Year event Inflow = 1.88 cfs @ 12.09 hrs, Volume= 5,840 of Outflow - 1.88 cfs @ 12.09 hrs, Volume= 5,840 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP5: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2,666 sf, 0.00% Impervious, Inflow Depth = 5.47" for 100-Year event Inflow - 0.39 cfs @ 12.09 hrs, Volume= 1,214 cf Outflow - 0.39 cfs @ 12.09 hrs, Volume= 1,214 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Pond 1 P: Retain It Inflow Area = 31,945 sf, 76.90% Impervious, Inflow Depth = 7.65" for 100-Year event Inflow - 5.88 cfs @ 12.08 hrs, Volume= 20,359 of Outflow - 2.46 cfs @ 12.28 hrs, Volume= 20,359 of, Atten= 58%, Lag= 11,9 min Discarded = 0.03 cfs @ 4.20 hrs, Volume= 3,149 of Primary - 2.43 cfs @ 12.28 hrs, Volume= 17,210 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysi Type 111 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 02014 H droCAD Software Solutions LLC Pacie 56 Peak Elev= 166.49' @ 12.28 hrs Surf.Area= 1,460 sf Storage= 4,644 of Plug-Flow detention time=41.8 min calculated for 20,354 cf(100% of inflow) Center-of-Mass det. time= 41.8 min (798.9 -757.1 ) Volume Invert Avail.Stora a Storage DescripAlon #1A 162.00' 867 cf 146.00'W x 10.00%x 5.17'H Field A 7,543 cf Overall - 5,376 cf Embedded = 2,167 cf x 40.0%Voids #2A 162.50' 3,870 cf retain-it 4.0' x 18 Inside#1 Inside= 84.0"W x 48.0"H => 28.87 sf x 8.001 = 230.9 cf Outside= 96.0"W x 56.0"H => 37.33 sf x 8.001= 298.7 cf 18 Rows adjusted for 286.9 cf perimeter wall 4,737 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.50' 12.0" Round Culvert L= 112.0' Ke= 0.600 Inlet/Outlet Invert= 162.50'/ 153.84' S= 0.0773 T Cc= 0.900 n= 0.012, Flow Area= 0,79 sf #2 Device 1 162,50' 6.0"Vert, Orifice/Grate C= 0.600 #3 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 166.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 162.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 4.20 hrs HW=162.05' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.43 cfs @ 12.28 hrs HW=166.49' TW=0.00' (Dynamic Tailwater) t- :Culvert (Passes 2.43 cfs of 7.06 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.83 cfs @ 9.31 fps) 3=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.58 fps) =Oriflce/Grate (Weir Controls 0.28 cfs @ 0.98 fps) Summary for Pond 2P; Retain It Inflow Area = 13,767 sf, 81.32% Impervious, Inflow Depth = 7.88" for 100-Year event Inflow - 2.63 cfs @ 12.08 hrs, Volume= 9,039 cf Outflow - 1.39 cfs @ 12.21 hrs, Volume= 9,039 cf, Atten= 47%, Lag= 7.7 min Discarded = 0.02 cfs @ 6.15 hrs, Volume= 2,264 cf Primary - 1.37 cfs @ 12.21 hrs, Volume= 6,775 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 165.45' @ 12.2.1 hrs Surf.Area= 900 sf Storage= 2,464 cf Plug-Flow detention time= 107.0 min calculated for 9,036 cf(100% of inflow) Center-of-Mass det, time= 107.1 min ( 866.8 -759.7 ) 505 Sutton Proposed Conditions Hydrologic Analysi Type 1f124-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD® 10.00-13 s/n 00401 02014 H droCAD Software Solutions LLC Page 57 Volume Invert Avail.Stora a Storage Description #1A 162.00' 220 cf 50.00'W x 18.001 x 4.17'H Field A 3,750 cf Overall - 3,200 cf Embedded = 550 cf x 40.0% Voids #2A 162.00' 2,311 cf retain_it 3.5' x 12 Inside#1 Inside= 84.0"W x 42.0"H => 25.10 sf x 8.00% = 200.8 cf Outside= 96.0"W x 50.0"H => 33.33 sf x 8.001 = 266.7 cf 6 Rows adjusted for 98.2 cf perimeter wall 2,531 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 59.0' Ke= 0.500 Inlet/Outlet Invert= 162.00' / 157.010' S= 0.0847 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.90' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 163.80' 3.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 164.80' 4.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 165.40' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 162,00' 1.020 inlhr Exfiltratlon over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.02 cfs @ 6.15 hrs HW=162.04' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.37 cfs @ 12,21 hrs HW=165.45' TW=0.00' (Dynamic Tailwater) f=Culvert (Passes 1.37 cfs of 6.50 cfs potential flow) =Orifice1Grate (Orifice Controls 0.66 cfs @ 7.44 fps) 3=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.96 fps) =Orifice/Grate (Orifice Controls 0.29 cfs @ 3.36 fps) =orifice/Grate (Weir Controls 0.13 cfs @ 0.77 fps) Summary for Pond 3P: Retain It [90] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 13,844 sf,100.00% Impervious, Inflow Depth = 8.36" for 100-Year event Inflow - 2.68 cfs @ 12.08 hrs, Volume= 9,644 cf Outflow 2.70 cfs @ 12.08 hrs, Volume= 9,644 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.02 cfs @ 3.76 hrs, Volume= 2,116 cf Primary - 2.68 cfs @ 12.08 hrs, Volume= 7,529 cf Routing by Dyn-Stor-End method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peale Elev= 166.14' @ 12.08 hrs Surf.Area= 900 sf Storage= 1,772 cf Plug-Flow detention time= 71.5 min calculated for 9,642 cf(100% of inflow) 4 Center-of-Mass det. time= 71.5 min ( 811.9 - 740.3 ) 505 Sutton Proposed.Conditions Hydrologic Analysi Type /it 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCAD®10.00-13 sin 00401 OO 2014 H droCAD Software Solutions LLC Page 58 Volume Invert Avail.Stora a Storage Description #1A 163.50' 167 of 50.00'W x 18.001 x 3.17'H Field A 2,860 of Overall - 2,432 cf Embedded = 418 of x 40.0% Voids #12A 163.50' 1,632 of retain-it 2.5' x 12 Inside#1 Inside= 84,0"W x 30.0"H => 17.56 sf x 8.001= 140.4 of Outside= 96.0"W x 38,0"H => 25.33 sf x 8.001 = 202.7 of 6 Rows adjusted for 52.8 of perimeter wall 1,800 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.50' 12.0" Round Culvert L= 33.0' Ke= 0.500 Inlet!Outlet Invert= 163.50'/ 163.04' S= 0.0139 T Cc= 0,900 n= 0.012, Flow Area= 0,79 sf #2 Device 1 164.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.80' 3.0"Vert, Orifice/Grate C= 0.600 #4 Device 1 165.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 163.50' 1.020 in/hr ExHitration over Surface area Phase-In= 0.01' iscarded OutFlow Max=0.02 cfs @ 3.76 hrs HW=163,53' (Free Discharge) =Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=2.67 cfs @12.08 hrs HW=166.14' TW=0.00' (Dynamic Tailwater) t•-- =Culvert (Passes 2.67 cfs of 5.54 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.34 cfs @ 6.84 fps) 3=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.32 fps) =OrificelGrate (Weir Controls 2.07 cfs @ 1.92 fps) Summary for Pond 4P: Retain It Inflow Area = 43,305 sf, 92.68% Impervious, Inflow Depth = 6.55" for 100-Year event Inflow = 7.58 cfs @ 12.12 hrs, Volume= 23,626 of Outflow - 2.67 cfs @ 12.38 hrs, Volume= 23,382 of, Atten= 65%, Lag= 16.6 min Primary - 2.67 cfs @ 12.38 hrs, Volume= 23,382 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peale Elev= 165.90' @ 12.38 hrs Surf.Area= 5,700 sf Storage= 9,445 of Plug-Flow detention time= 178.0 min calculated for 23,382 of(99% of inflow) Center-of-Mass det. time= 171.3 min ( 933.7- 762.4) Volume Invert Avail.Stora a Storage Description #1A 163.90' 346 of 114.00'W x 50.001 x 2.67'H Field A 15,200 of Overall- 14,336 of Embedded = 864 cf x 40.O% Voids #2A 163.90' 9,188 of retain_it 2.0' x 84 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001= 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.001 = 170.7 cf 14 Rows adjusted for 75.6 of perimeter wall 9,533 of Total Available Storage 505 Sutton Proposed Conditions Hydrologic Analysi Type !l124-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCADO 10.00-13 s/n 00401 C 2014 H droCAD Software Solutions LLC Page 59 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.00' 12.0" Round Culvert L= 129,0' Ke= 0,500 Inlet/Outlet Invert= 163.00' 1157.00' S= 0.0465 T Cc= 0,900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 163.90' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 164.60' 4.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 165.60' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3,30 3,32 Primary OutFlow Max=2.67 cfs @ 12.38 hrs HW=165.90' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Passes 2.67 cfs of 5.86 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.59 fps) 3=Orifice/Grate (Orifice Controls 0,47 cfs @ 5.35 fps) =Broad-Crested Rectangular Weir (Weir Controls 1.88 cfs @ 1.57 fps) Summary for Pond 5P: Retain It Inflow Area 15,214 sf,100.00% Impervious, Inflow Depth = 8.36" for 100-Year event Inflow - 2.95 cfs @ 12,08 hrs, Volume= 10,599 cf Outflow - 2.83 cfs @ 12.12 hrs, Volume= 10,599 of, Atten= 4%, Lag= 2.5 min Discarded = 0.05 cfs @ 7.55 hrs, Volume= 6,698 cf Primary -- 2.78 cfs @ 12.12 hrs, Volume= 4,901 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00'hrs, dt= 0.01 hrs 13 Peak Elev= 168.63' @ 12.12 hrs Surf.Area= 2,196 sf Storage= 3,491 cf Plug-Flow detention time= 221.2 min calculated for 10,596 cf (100% of inflow) Center-of-Mass det. time= 221.3 min ( 961,6- 740,3) Volume Invert Avail.Stora e Storage Description #1A 166.40' 294 cf 18.00'W x 122.00'L x 2,67'H Field A 5,856 of Overall - 6,120 cf Embedded = 736 of x 40.0% Voids #2A 166.40' 3,244 cf retain It 2.0' x 30 Inside#1 Inside= 84.0"W x 24,0"H => 13.78 sf x 8.001 = 110.3 of Outside= 96.0"W x 32.0"H => 21,33 sf x 8.001 = 170.7 cf 2 Rows adjusted for 64.3 of perimeter wall 3,539 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices _ #1 Primary 166.40' 12.0" Round Culvert L= 27.0' Ke= 0.500 Inlet/Outlet Invert= 166,40' / 164.40' S= 0.0741 T Cc= 0.900 n= 0,012, Flow Area= 0.79 sf #2 Device 1 167.60' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 168.30' 12.0" Horiz. Orifice/Grate C= 0,600 Limited to weir flow at low heads 505 Sutton Proposed Conditions Hydrologic Analysi Type 111 24-hr 900-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 HydroCAD® 10.00-13 s/n 00401 O 2014 HydroCAD Software Solutions LLC Page 60 #4 Discarded 166.40' 1.020 inihr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.05 cfs @ 7.55 hrs HW=166.43' (Free Discharge) 't- 4=Exfiltration (Exfiltration Controls 0,05 cfs) Primary OutFlow Max=2.57 cfs @ 12.12 hrs HW=168,61' TW=165.45' (Dynamic Tailwater) t =Cuivert (Passes 2.57 cfs of 4.94 cfs potential flow) 2=OrificelGrate (Orifice Controls 0.82 cfs @ 4,19 fps) 3=0rifice/Grate (Weir Controls 1,75 cfs @ 1.81 fps) Summary for Pond 6P: Infiltration Trench Inflow Area = 2,552 sf,100.00% Impervious, Inflow Depth = 8.36" for 100-Year event Inflow -- 0.49 cfs @ 12.08 hrs, Volume= 1,778 cf Outflow - 0.49 cfs @ 12.08 hrs, Volume= 1,778 cf, Atten= 0%, Lag= 0,0 min Discarded = 0.01 cfs @ 7.32 hrs, Volume= 458 of Primary - 0.49 cfs @ 12.08 hrs, Volume= 1,320 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs/3 Peak Elev= 170.52' @ 12.08 hrs Surf.Area= 232 sf Storages 72 cf Plug-Flow detention time 52.2 min calculated for 1,777 cf(100% of inflow) Center-of-Mass det. time= 52,3 min (792,6- 740.3) Volume Invert Avail.Storage Storage Description #1 169.00' 70 cf Stone Trench (Prismatic)Listed below(Recalc) 174 of Overall x 40.0% Voids #2 _170.50' 12 cf Area. Over Trench_(Prismatic)Listed below (Recalc) 81 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) _ (sq-ft) (cubic-feet) (cubic-feet) 169,00 116 0 0 170.50 116 174 174 Elevation Surf.Area Inc.Store Cum.Store (feet) (s_q-ft) _(cubic-feet) (cubic-feet) 170.50 116 0 0 170.60 116 12 12 Device Routing Invert Outlet Devices #1 Primary 170.50' 70.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1,00 1.20 1.40 1.60 1.80 2.00 2.50 3,00 Coef, (English) 2.69 2,72 2,75 2,85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 169.00' 1.020 inihr Exfiltration over Surface area Phase-In= 0,01' 506 Sutton Proposed Conditions Hydrologic Analysi Type Il/ 24-hr 100-Year Rainfall=8.60" Prepared by Microsoft Printed 5/28/2019 H droCADO 10,00-13 s/n 00401 ©2014 H droCAD Software Solutions LLC Page 61 Discarded OutFlow Max=0.01 cfs @ 7.32 hrs HW=170.50' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.49 cfs @ 12,08 hrs HW=170.52' TW=0.00' (Dynamic Tailwater) t-1=Broad-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.37 fps) r i k APPENDIX D: SUPPLEMENTAL STORMWATER MANAGEMENT CALCULATIONS May 16, 2019 — Storm►nrater Mann ement CaLcuLations STANDARD 3: Recharge To Groundwater: Static Method (On site only) • Calculate Impervious Area (From Hydro CAD Model) Impervious Area HSG C Soil = 101,813 SF • Determine Rainfall Depth to be Recharged (MassDEP Stormwater Management Handbook.• Table 2.3.2) Hydrologic Soil Group Porknrrin Rainfall De th C 0.25" • Calculate Recharge Volume 'Rv' = [0.25" x 101,813 SF} = 25,453 SF 'Rv' = [25,453 SF) / 12 SF-In = 2,122 CIF `Rv' = 2,122 CF • Capture Area Adjustment Schedule of Areas Tributary to Recharge Systems HCAD Tributary System ID Impervious Area 1 P 24,247 sf 2P 11,195 sf 3P 13,844 sf 5P 15,214 sf 6P 2,552 sf Totat: 67,052 sf Total Impervious Area - 101,813 SF Capture Area Adjustment = 101,813 sf/ 67,052 sf = 1.52 Required Recharge Volume 'Rv'= 1.52 x Rv 1.52 x 2,122 CIF = 3,226 CIF May 16, 2019 • Calculate Provided Recharge Schedule of Proposed Recharge System Volumes HCABottom of Lowest System Total Recharge System System Outlet Volume Provided Description ID 1 P 162.00 162.50 292 Concrete Galleys 2P 162.00 162.90 642 Concrete Galleys 3P 163.50 164.00 353 Concrete Galleys 5P 166.40 167.60 2,079 Concrete Galleys 6P 169.00 170.50 70 Stone Trench Total Volume: 3,436 CF E Recharge volume provided measured to lowest system outlet. f Required Recharge Volume Summary of Results Total VoLume Provided BeLow Outlet = 3,436 CF Total Volume Required = 3,226 CF Verify Drawdown, Maximum 72-Hours: Static Method HCAD Recharge Bottom Rawls Rate Drawdown Time Volume Surface Rv/ (K x A) - Description System ID (CF) Area (SF) Inches/Hour Hours 1 P 292 1,460 1.02 2.4 Concrete Galleys 2P 642 900 1.02 8.4 Concrete Galleys 3P 353 900 1.02 4.6 Concrete Galleys 5P 2,079 2,132 1.02 11.5 Concrete Galleys 6P 70 116 1.02 7.1 Stone Trench **Design Complies with Recharge Volume Standard" Sediment Forebay Sizing Sediment Forebay (For Detention System #1) Volume = 0.1° x 23,269 SF/ 12 = 194 CF required 210 CF of storage provided at 167.5 Project: 605 Sutton Street F Location: North Andover, MA ®e` Prepared For. ..The.Morin-Cameron Group ENGINEERED SOLUTIONS Purpose: To calculate the water quality flow rate (WQF) over a given site area. In this situation the WQF is derived from the first 1"of runoff from the contributing impervious surface. : Reference: Massachusetts Dept. of Environmental Protection Wetlands Program!United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual j Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred, Using the tc, read the unit peak discharge (qu) from Figure 1 or Table in Figure 2. qu is expressed in the following units: efslmi2lwatershed inches (csmiin). Compute Q Rate using the following equation: Q= (qu) (A) (WQV) where: Q =flow rate associated with first 1"of runoff qu = the unit peak discharge, in csmlin. A= impervious surface drainage area (in square miles) WQV=water quality volume in watershed inches (1"in this case) Structure Impv. 1 A to tc WQV Name acres miles2 min hr in) qu (csm/in.) Q (cfs) S-1 0.14 0.0002250 6.0 0.100 1.00 774.00 CDS-2 1.50 0.0023375 10.0 0.167 1.00 700.00 SMIM CDS-3 0.26 0.0004016 6.0 0.100 1.00 774.00 I i 6 i i 1 APPENDIX E: CONSTRUCTION PHASE BEST MANAGEMENT PRACTICES PLAN Construction Phase Best Management Practices (BMP's) Erosion and Sedimentation will be controlled at the site by utilizing structural practices, stabilization practices, and dust control. These practices correspond with plans entitled "Multifamily Site Development Plan in North Andover, Massachusetts, 505 Sutton Street" prepared by The Morin-Cameron Group, Inc. dated May 16, 2019 as revised and approved by the North Andover Planning Board, hereinafter referred to as the Site Plans. Responsible Party Contact Information: Stormwater Management System Owner: Sutton Street Redevelopment, LLC 231 Sutton Street North Andover, MA 01845 P: (978) 687-6200 General Contractor: TBD Site Contractor: TBD Town Contact Information: North Andover Engineering Department: 384 Osgood Street North Andover, MA 01845 P: (978) 685-0950 North Andover Planning Board: Town Nall 120 Main Street North Andover, MA 01845 P: (978) 688-9535 Site Design Engineer Information: The Morin-Cameron Group, Inc, 66 Elm Street Danvers, MA 01923 Phone: (978) 777-8586 Other Contacts: TBD Best Management Practices Operation and Maintenance Plan MCG Project No. 3454, 505 Sutton Street, North Andover, Massachusetts May 16, 2019— Page 1 of 9 Structural Practices: 1) Silt Fence—siltation fence shall be installed in accordance with the approved plans where high rates of stormwater runoff are anticipated, a) Installation Schedule: Prior to Start of land disturbance b) Maintenance and Inspection: The site supervisor shall inspect the silt fence at least once per week and shall repair any damaged or affected areas of the fence at the time they are noted. 2) Hay-BaLes/SL[t Fence— Hay-bates and siltation fence shalt be installed in accordance with the approved plans where high rates of stormwater runoff are anticipated. c) Installation Schedule: Prior to Start of land disturbance d) Maintenance and Inspection: The site supervisor shall inspect the silt fence at least once per week and shall repair any damaged or affected areas of the fence at the time they are noted. 3) Inlet Protection — Inlet Protection wilt be utilized around the catch basin grates In the street layout along the frontage of the property, The inlet protection will allow the storm drain inlets to be used before final stabilization. This structural practice will allow early use of the drainage system. Siltsack or equivalent wilt be utilized for the inlet protection. Sittsack is manufactured by ACF Environmental. The telephone number is 800-448-3636. Regular flow siltsack will be utilized, and if it does not allow enough storm water flow, hi-flaw siltsack will be utilized. Silt Sack ore uivalent Inlet Protection Inspection/Maintenance Re uirements a) The silt sack trapping device and the catch basin should be inspected after every rain storm and repairs made as necessary, b) Sediment should be removed from the silt sack after the sediment has reached a maximum depth of one-half the depth of the trap. c) Sediment should be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. d) The silt sack must be replaced if it is ripped or torn in any way. e) Temporary traps should be removed and the area repaired as soon as the contributing drainage area to the inlet has been completely stabilized, Best Management Practices Operation and Maintenance Plan MCG Project No.3454, 505 Sutton Street, North Andover, Massachusetts May 16,2019—Page 2 of 9 4) Sediment Track-Out: Stabilized Construction Exit: Prior to the commencement of site work, crushed stone anti-tracking pads will be installed at the entrance to the site. This will prevent trucks from tracking material onto the road from the construction site. If, at any point during the project, the tracking pad becomes Ineffective due to accumulation of soil, the crushed stone shall be replaced. Details for construction of the stabilized entrance can be found in the Erosion Control Details sheet that is part of the comprehensive permit plan set associated with the project. The site supervisor will inspect the tracking pads weekly to ensure that they are properly limiting the tracking of soil onto the road. If tracking onto the roadway is noted, it shall be removed immediately via a mechanical street sweeper. Stabiiization Practices: Stabilization measures shall be implemented as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased, with the following exceptions. • Where the initiation of stabilization measures by the 1411' day after construction activity temporary or permanently cease is precluded by snow cover, stabilization measures shall be initiated as soon as practicable. • Where construction activity will resume on a portion of the site within 21 days from when activities ceased, (e.g. the total time period that construction activity is temporarily ceased is less than 21 days) then stabilization measures do not have to be initiated on that portion of the site by the 141" day after construction activity temporarily ceased. 1) Temporajy Seeding —Temporary seeding will allow a short-term vegetative cover on disturbed site areas that may be in danger of erosion. Temporary seeding will be done at stock piles and disturbed portions of the site where construction activitywill temporarily cease for at least 21 days. The temporary seeding will stabilize cleared and unvegetated areas that will not be brought into final grade for several weeks or months. Tem ora Seeding Planting Procedures a) Planting should preferably be done between April 111 and June 30"', and September 15t through September 31$1. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 11t and March 3151, mulching should be applied immediately after planting. If seeding is done during the summer months, irrigation of some sort will probably be necessary. b) Before seeding, install structural practice controls. Utilize Amoco supergro or equivalent. c) Select the appropriate seed species for temporary cover from the following table. Best Management Practices Operation and Maintenance Plan MCG Project No. 3454, 505 Sutton Street, North Andover, Massachusetts May 16, 2019- Page 3 of 9 Species Seeding Rate Seeding Rate Recommended Seeding Seed Cover (lbs./1,000 sq.) (tbs./acre) Dates required Annual 1 40 April 151 to June 15t 'A inch R e rass August 15th to Sept. 15th Foxtail 0.7 30 May 151 to June 301" 1/2 to 1/4 inch Millet Oats 2 80 April 151 to July 1st 1 to 1-1/2 Au ust 15th to Sept. 15th inch Winter 3 120 August 15th to Oct. 15th 1 to 1-1/2 Rye inch Apply the seed uniformly by hydroseeding, broadcasting, or by hand. d) Use effective mulch, such as clean grain straw, tacked and/or tied with netting to protect seedbed and encourage plant growth. Tem ora Seeding Inspection/Maintenance * a) Inspect within 6 weeks of planting to see if stands are adequate. Check for damage within 24 hours of the end to a heavy rainfall, defined as a 2-year storm event (i.e., 3.2 inches of rainfall within a twenty-four-hour period), Stands should be uniform and dense. Reseed and mulch damaged and sparse areas immediately. Tack or tie down mulch as necessary. b) Seeds should be supplied with adequate moisture. Furnish water as needed, especially in abnormally hot or dry weather. Water application rates should be controlled to prevent runoff. 2) Geotextiles - Geotextiles such as jute netting will be used in combination with other practices such as mulching to stabilize slopes. The following geotextile materials or equivalent are to be utilized for structural and nonstructural controls as shown in the following table. Practice Manufacturer Product Remarks Sediment Fence Amoco Woven polypropylene 0.425 mm opening 1198 orequivalent Construction Amoco Woven polypropylene 0.300 mm opening Entrance 2002 ore uivalent Outlet Amoco Nonwoven polypropylene 0.150 mm opening Protection 4551 orequivalent Erosion Control Amoco Supergro or equivalent Erosion control (slope stability) revegetation mix, open polypropylene fiber on degradable polypropylene net scrim Amoco may be reached at (800) 445-7732 Best Management Practices Operation and Maintenance Plan MCG Project No.3454, 505 Sutton Street, North Andover, Massachusetts May 16,2019—Page 4 of 9 Geotextile Installation a) Netting and matting require firm, continuous contact between the materials and the soil. If there is no contact, the material will not hold the soil and erosion will occur underneath the material Geotextile Inspection/Maintenance a) In the field, regular inspections should be made to check for cracks, tears, or breaches in the fabric. The appropriate repairs should be made. 3) MuLching and Nettie — Mulching will provide immediate protection to exposed soils during the period of short construction delays, or over winter months through the application of plant residues, or other suitable materials, to exposed soil areas. In areas, which have been seeded either for temporary or permanent cover, mulching should immediately follow seeding. On steep slopes, mulch must be supplemented with netting. The preferred mulching material is straw. Mulch (Hay or Straw) Materials and Installation a) Straw has been found to be one of the most effective organic mulch materials. The specifications for straw are described below, but other material may be appropriate. The straw should be air-dried; free of undesirable seeds &coarse materials. The application rate per 1,000 sq. is 90-100 lbs. (2-3 bales) and the application rate per acre is 2 tons (100-120 bales). The application should cover about 90% of the surface. The use of straw mulch is appropriate where mulch is maintained for more than three months. Straw mulch is subject to wind blowing unless anchored, is the most commonly used mulching material, and has the best microenvironment for germinating seeds. Mulch Maintenance a) Inspect after rainstorms to check for movement of mulch or erosion. If washout, breakage, or erosion occurs, repair surface, reseed, rematch, and install new netting. b) Straw or grass mulches that blow or wash away should be repaired promptly. c) If plastic netting is used to anchor mulch, care should be taken during initial mowing to keep the mower height high. Otherwise, the netting can wrap up on the mower blade shafts. After a period of time, the netting degrades and becomes less of a problem. d) Continue inspections until vegetation is well established. 4) Land Grading—Grading on fill slopes, cut slopes, and stockpile areas will be done with full siltation controls in place. Best Management Practices Operation and Maintenance Plan MCG Project No, 3454, 505 Sutton Street, North Andover, Massachusetts May 16, 2019—Page 5 of 9 Land Grading Desi n Installation Requirements a) Areas to be graded should be cleared and grubbed of all timber, logs, brush, rubbish, and vegetated matter that will interfere with the grading operation. Topsoil should be stripped and stockpiled for use on critical disturbed areas for establishment of vegetation. Cut slopes to be topsoiled should be thoroughly scarified to a minimum depth of 3-inches prior to placement of topsoil. b) Fill materials should be generally free of brush, rubbish, rocks, and stumps. Frozen materials or soft and easily compressible materials should not be used in fills intended to support buildings, parking lots, roads, conduits, or other structures. c) Earth fill intended to support structural measures should be compacted to a minimum of 90 percent of Standard Proctor Test density with proper moisture control, or as otherwise specified by the engineer responsible for the design. Compaction of other fills should be to the density required to control sloughing, erosion or excessive moisture content. Maximum thickness of fill layers prior to compaction should not exceed 9 inches. d) The uppermost one foot of fill slopes should be compacted to at least 85 percent of the maximum unit weight (based on the modified AASHTO compaction test). This is usually accomplished by running heavy equipment over the fill. e) Fill should consist of material from borrow areas and excess cut will be stockpiled In areas shown on the Site Plans. All disturbed areas should be free draining, left with a neat and finished appearance, and should be protected from erosion. Land Grading Stabilization Inspection/Maintenance a) All slopes should be checked periodically to see that vegetation is in good condition. Any rills or damage from erosion and animal burrowing should be repaired immediately to avoid further damage. b) If seeps develop on the slopes, the area should be evaluated to determine if the seep will cause an unstable condition. Subsurface drains or a gravel mulch may be required to solve seep problems. However, no seeps are anticipated. c) Areas requiring revegetation should be repaired immediately. Control undesirable vegetation such as weeds and woody growth to avoid bank stability problems in the future. 5) Topsoiling * Topsoiling will help establish vegetation on all disturbed areas throughout the site during the seeding process. The soil texture of the topsoil to be used will be a sandy loam to a silt loam texture with 15%to 20% organic content. Topsoiling Placement Best Management Practices Operation and Maintenance Plan MCG Project No. 3454, 505 Sutton Street, North Andover, Massachusetts May 16, 2019--Page 6 of 9 a) Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed seeding. b) Do not place topsoil on slopes steeper than 25:1, as it will tend to erode. c) If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method is to actually work the topsoil into the layer below for a depth of at least 6 inches. 6) Permanent Seeding -- Permanent Seeding should be done immediately after the final design grades are achieved. Native species of plants should be used to establish perennial vegetative cover on disturbed areas. The revegetation should be done early enough in the fall so that a good cover is established before cold weather comes and growth stops until the spring. A good cover is defined as vegetation covering 75 percent or more of the ground surface. Permanent Seeding Seedbed Preparation a) In infertile or coarse-textured subsoil, it is best to stockpile topsoil and re-spread it over the finished slope at a minimum 2 to 6-inch depth and roll it to provide a firm seedbed. The topsoil must have a sandy loam to silt loam texture with 15% to 20% organic content. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. b) Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. c) Areas not to receive topsoil shall be treated to firm the seedbed after incorporation of the time and fertilizer so that it is depressed no more than I/z - 1 inch when stepped on with a shoe. Areas to receive topsoil shall not be firmed until after topsoiling and time and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as described above. Permanent Seeding Grass Selection/Application a) Select an appropriate cool or warm season grass based on site conditions and seeding date. Apply the seed uniformly by hydro-seeding, broadcasting, or by band. Uniform seed distribution is essential. On steep slopes, hydroseeding may be the most effective seeding method. Surface roughening is particularly important when preparing slopes for hydroseeding. b) Lime and fertilize. Organic fertilizer shall be utilized in areas within the 100-foot buffer zone to a wetland resource area. c) Mulch the seedings with straw applied at the rate of 1/2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Amoco supergro or equivalent should be utilized. Best Management Practices Operation and Maintenance- Pian MCG Project No.3454, 505 Sutton Street, North Andover, Massachusetts May 16,2019-- Page 7 of 9 Permanent Seeding Inspection/Maintenance a) Frequently inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. b) If vegetative cover is inadequate to prevent rill erosion, overseed and fertilize in accordance with soil test results, c) If a stand has less than 40% cover, reevaluate choice of plant materials and quantities of time and fertilizer. Re-establish the stand following seedbed preparation and seeding recommendations, omitting lime and fertilizer in the absence of soil test results. If the season prevents resowing, mulch or jute netting is an effective temporary cover. d) Seeded areas should be fertilized during the second-growing season. Lime and fertilize thereafter at periodic intervals, as needed. Organic fertilizer shalt be utilized in areas within the 100-foot buffer zone to a wetland resource area. Dust Control: Dust control will be utilized throughout the entire construction process of the site. For example, keeping disturbed surfaces moist during windy periods will be an effective control measure, especially for construction access roads. The use of dust controt wit[ prevent the movement of soil to offsite areas. However, care must be taken to not create runoff from excessive use of water to control dust, The following are methods of Dust Control that may be used on-s[te: • Vegetative Cover—The most practical method for disturbed areas not subject to traffic. • Calcium Chloride—Calcium chloride may be applied by mechanical spreader as loose, dry granules or flakes at a rate that keeps the surface moist but not so high as to cause water pollution or plant damage. • Sprinkling—The site may be sprinkled until the surface is wet. Sprinkling will be effective for dust control on haut roads and other traffic routes. • Stone—Stone will be used to stabilize construction roads; will also be effective for dust control. The general contractor shall employ an on-site water vehicle for the control of dust as necessary. Non-5tormwater Discharges: The construction de-watering and all non-stormwater discharges will be directed into a sediment d[rt bag (or equivalent inlet protection) or a sediment basin. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. Best Management Practices Operation and Maintenance Plan MCG Project No. 3454, 505 Sutton Street, North Andover, Massachusetts May 16,2019--Page 8of9 The developer and site general contractor wilt comply with the E.P.A.'s Final General Permit for Construction De-watering Discharges, (N.P.D.E.S., Section 402 and 40 C,F,R. 122.26(b) (14) (x). Inspection/Maintenance: Operator personnel must inspect the construction site at (east once every 14 calendar days and within 24 hours of a storm event of 1/2-inch or greater. The applicant shall be responsible to secure the services of a design professional or similar professional (inspector) on an on-going basis throughout all phases of the project. Refer to the Inspection/Maintenance Requirements presented earlier in the "Structural and Stabilization Practices." The inspector should review the erosion and sediment controls with respect to the following: • Whether or not the measure was installed/performed correctly. • Whether or not there has been damage to the measure since it was Installed or performed, • What should be done to correct any problems with the measure. The inspector should complete a Stormwater Management Construction Phase BMP Inspection Schedule and Evaluation Checklist for documenting the findings and should request the required maintenance or repair for the pollution prevention measures when the inspector finds that it is necessary for the measure to be effective. The inspector should notify the appropriate person to make the changes and submit copies of the form to the North Andover Engineering Department. It is essential that the inspector document the inspection of the pollution prevention measures. These records will be used to request maintenance and repair and to prove that the inspection and maintenance were performed. The forms list each of the measures to be inspected on the site, the inspector's name, the date of the inspection, the condition of the measure/area inspected, maintenance or repair performed and any changes which should be made to the Operation and Maintenance Plan to control or eliminate unforeseen pollution of storm water. Best Management Practices Operation and Maintenance Plan MCG Project No.3454, 505 Sutton Street, North Andover, Massachusetts May 16, 2019-- Page 9 of 9 APPENDIX F: LONG TERM BEST MANAGEMENT PRACTICES O&M PLAN tong Term Stormwater Best Management Practices Operation and Maintenance Plan for SOS Sutton Street North Andover Massachusetts Issued May 16, 2019 The following operation and maintenance plan has been provided to satisfy the requirements of Standard 9 of the Mass DEP Stormwater Management Handbook associated with development of the site and associated infrastructure. The success of the Stormwater Management Plan depends on the proper implementation, operation and maintenance of several management components. The following procedures shall be implemented to ensure success of the Stormwater Management Plan: 1. The contractor shall comply with the details of construction of the site as shown on the approved plans. 2. The catch basins, area drains, sediment forebays, subsurface infiltration and detention systems and Contech CDS water quality units shall be inspected and maintained as indicated below. 3. Effective erosion control measurers during and after construction shall be maintained until a stable turf is established on all altered areas. 4. A Stormwater Management Maintenance Log is included at the end of this Appendix, Basic Information Stormwater Management System Owner: Sutton Street Redevelopment, LLC 231 Sutton Street North Andover, MA 01845 P: (978) 687-6200 North Andover Engineering Department: 231 Osgood Street North Andover, MA 01845 P: (978) 688-9573 North Andover Planning Board: Town Hall 120 Main Street North Andover, MA 01845 P: (978) 688-9535 Erosion and Sedimentation Controls during Construction: The site and drainage construction contractor shall be responsible for maintaining the stormwater system during construction. Routine maintenance of all items shall be performed to ensure adequate runoff and pollution control during construction. A proposed silt fence will be placed as shown on the Grading Plan prior to the commencement of any clearing, grubbing, and earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first course of pavement has been placed and all side slopes have been loamed and seeded and vegetation has been established. A silt sack will also be placed over the new catch basins once constructed, Operations and maintenance plans forthe Stormwater Management construction phase and long term operation of the system have been attached to this report. General Conditions 1. The developer shall be responsible for scheduling regular inspections and maintenance of the stormwater BMP's until such time as the subdivision is accepted by the Town of North Andover at which time the Town shall become the responsible party. The BMP maintenance shall be conducted as detailed in the following long-term pollution prevention plan and illustrated on the approved design plans: "Multifamily Site Development Plans in North Andover, Massachusetts, 505 Sutton Street", prepared by The Morin-Cameron Group, Inc. dated May 16, 2019 as revised and approved by the North Andover Planning Board. 2. All Stormwater BMP's shall be operated and maintained in accordance with the design plans and the following long-Term Pollution Prevention Plan. 3. The owner shall: a. Maintain an Operation and Maintenance Log for the last three years. The Log shall include all BMP inspections, repairs, replacement activities and disposal activities (disposal material and disposal location shall be included in the Log); b. Make the log available to the North Andover Engineering Department and Planning Board upon request; c. Allow members and agents of the North Andover Engineering Department and Planning Board to enter the premises and ensure that the Owner has complied with the Operation and Maintenance Plan requirements for each BMP. 4. A recommended inspection and maintenance schedule is outlined below based on statewide averages. This inspection and maintenance schedule shall be adhered to at a minimum for the first year of service of all BMP's referenced in this document. At the commencement of the first year of service, a more accurate inspection/maintenance schedule shall be determined based on the level of service for this site. Long-Term Pollution Prevention Plan LTPPP Vegetated Areas: Immediately after construction, monitoring of the erosion control systems shall occur until establishment of natural vegetation. Afterwards, vegetated areas shall be maintained as such. Vegetation shall be replaced as necessary to ensure proper stabilization of the site. Cost: Included with annual landscaping budget. Consult with local landscape contractors. Paved Areas: Sweepers shalt sweep paved areas periodically during dry weather to remove excess sediments and to reduce the amount of sediments that the drainage system shall have to remove from the runoff. The sweeping shall be conducted primarily between March 15th and November 151'. Special attention should be made to sweeping paved surfaces in March and April before spring rains wash residual sand into the drainage system. Cost: $100-$300 per sweeping Salt used for de-icing on the driveway during winter months shalt be timtted as much as possible as this will reduce the need for removal and treatment. Sand containing the minimum amount of calcium chloride (or approved equivalent) needed for handling may be applied as part of the routine winter maintenance activities. Deep Sump Hooded Catch Basins: The Catch basin grates shall be checked quarterly and following heavy rainfa[s to verify that the inlet openings are not clogged by debris. Debris shalt be removed from the grates and disposed of properly, Deep sump catch basins shalt be inspected twice per year and cleaned as needed when accumulated sediments exceeds 2' from the bottom of the sump (approximately 1/2 of the sump capacity), Catch basins with hoods shall be inspected annually to check oil build-up and outlet obstructions. Material shalt be removed from catch basins and disposed of in accordance with all applicable regulations Cost; Estimated $50 - $100 per cleaning per catch basin as needed. The Owner shall consult local vacuum cleaning contractors for detailed cost estimates. Public Safety Concerns: Catch basins shalt not be left open and unattended at any time during inspection, cleaning or otherwise. Broken or missing grates or frames shalt be replaced immediately. At no time shall any person enter the basin structure unless measures have been taken to ensure safe access in accordance with OSHA enclosed space regulations. CDS Water Quality.Units: The CDS Water Quality Units shall be inspected after every major storm event for the first 3 months after construction; a major storm event is 3.9 inches of rainfall in a 24-hour period (5 year storm). Thereafter, the system shall be inspected twice per year in April and October. The units shall be cleaned per manufacturer's instructions included herein. Cost: The owner shalt consult local landscaping contractor for details. Public Safety Concerns: The manhole covers shall not be left open and unattended at any time during inspection, cleaning or otherwise. Broken covers or frames shalt be replaced immediately. Subsurface Infiltration & Detention S stem: The subsurface infiltration and detention systems shall be monitored annually to ensure they are draining properly. The outlet structure shall be checked for debris accumulation twice per year, in the spring and fall. In the case that water remains in the detention system for greater than three (3) days after a storm event, an inspection is warranted and maintenance or repairs should be addressed as necessary. Confirm that the low flow outlet in the outlet structure is not obstructed by debris. The inspections shall be conducted by qualified personnel. Cost; Consult with local landscaping companies for associated costs if necessary. Public Safety Concerns: Manhole covers or inspection port covers shall not be left open and unattended at any time during inspection, cleaning or otherwise. Broken covers or frames shall be replaced immediately. At no time shall any person enter the subsurface structure unless measures have been taken to ensure safe access in accordance with OSHA enclosed space regulations. Stone Infiltration Trenches: The stone infiltration trench shall be checked regularly to ensure that the surface is free of debris such as leaves, sticks and trash. Remove and dispose of any debris. If surface ponding is visible, remove top course of crushed stone and accumulated sediment and replace with clean stone. Material removed from the basin shall be disposed of in accordance with all applicable local,state,and federal regulations. In the case that water remains in the infiltration facilities for greater than three (3) days after a storm event, an inspection is warranted and necessary maintenance or repairs should be addressed as necessary. Cost:$50045,000 per cleaning depending on the volume of material/liquids that need to be removed. Overall Site Grading and Stormwater Management: After construction, and during the initial vegetation establishment period,the site should be inspected after every rainfall. Mowing, litter removal, and spot vegetation repair should be performed on a regular basis. Debris& Litter: All debris and litter shall be removed from the driveway/parking area as necessaryto prevent migration into the drainage system. Pesticides, Herbicides, and Fertilizers: Pesticides and herbicides shall be used sparingly. fertilizers shall be restricted to the use of organic, slow release nitrogen fertilizers only. All fertilizers, herbicides, pesticides, sand and salt for deicing and the like shall be stored in dry area that is protected from weather. Cost: Included in the routine landscaping maintenance schedule. The Owner shall consult local landscaping contractors for details. Public Safety Concerns: Chemicals shall be stored in a secure area to prevent children from obtaining access to them. Any major spills shall be reported to municipal officials. Prevention of Illicit.Discharaes: Illicit discharges to the stormwater management system are not allowed. Illicit discharges are discharges that are not comprised entirely of stormwater. Pursuant to Mass DEP Stormwater Standards the following activities or facilities are not considered illicit discharges:firefighting,water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation,footing drains,individual resident car washing,flows from riparian habitats and wetlands, DE chlorinated water from swimming pools, water used for street washing and water used to clean residential building without detergents. To prevent illicit discharges to the stormwater management system the following policies should be implemented; 1. Provisions For Storing Materials And Waste Products Inside Or Under Cover 2, Vehicle Maintenance And Washing Controls 3. Requirements for Routine Inspections of the Stormwater Management System (Le.: catch basins, sediment forebays and area drains, CDS water quality units & subsurface infiltration and detention systems.) 4. Spill Prevention and Response Plans. Sto_rmwater System Maintenance Log 505 Sutton Sireet North Andover,MA BMP INSPECTION WORK DATE WORK COMMENTS STRUCTURE DATE PERFORMED PERFORMED Catch Basin 1 Catch Basin 2 Catch Basin 3 Catch Basin 4 Catch Basin 5 Drain Manhole 1 Drain Manhole 2 Contech CDS 1 Contech CDS-2 Contech CDS-3 Outlet Control Structure 1 Area Drain 1 Area Drain 2 Area Drain 3 Area Drain 4 Area Drain 5 Area Drain 6 Area Drain 7 Area Drain 8 Stormwater System Maintenance Log 505 Sutton Street North Andover,MA RMP INSPECTION WORK DATE WORK COMMENTS STRUCTURE DATE PERFORMED PERFORMED Trench Dra€n 1 Trench Drain 2 Infiitration System 1 Infiltration System 2 Infiltration System 3 Intltration System 4 Detention System 1 Infltratlon Trench Additional Comments: NOTE: All structures to be Inspected at feast two times per year.Refer to O&M plan dated 6/16119. C`rw-NT ECH® ENGINEERED SOLUTIONS CDS° Inspection and Maintenance Guide �f 04t- `� r, gg� r� l a - ��1�1���61<� 1 � v tt P a- F art. 1 r3 IllIl1�111111111 r � Maintenance Cleaning The CDS system should be inspected at regular intervals and Cleaning of a CDS systems should be done during dry weather maintained when necessary to ensure optimum performance, conditions when no flow is entering the system.The use of a The rate at which the system collects pollutants will depend more vacuum truck is generally the most effective and convenient heavily on site activities than the size of the unit. For example, method of removing pollutants from the system. Simply remove unstable soils or heavy winter sanding will cause the grit chamber the manhole covers and insert the vacuum hose into the sump. to fill more quickly but regular sweeping of paved surfaces will The system should be completely drained down and the sump slow accumulation. fully evacuated of sediment.The area outside the screen should also be cleaned out if pollutant build-up exists in this area. Inspection In installations where the risk of petroleum spills is small, liquid Inspection is the key to effective maintenance and is easily contaminants may not accumulate as quickly as sediment. performed. Pollutant transport and deposition may vary from However,the system should be cleaned out immediately in year to year and regular inspections will help ensure that the the event of an oil or gasoline spill should be cleanest out system is cleaned out at the appropriate time. At a minimum, immediately. Motor oil and other hydrocarbons that accumulate inspections should be performed twice per year(e.g.spring on a more routine basis should be removed when an appreciable and fall)however more frequent inspections may be necessary layer has been captured.To remove these pollutants,it may in climates where winter sanding operations may lead to rapid be preferable to use absorbent pacts since they are usually less accumulations,or in equipment washdown areas.Installations expensive to dispose than the oil/water emulsion that may be should also be inspected more frequently where excessive created by vacuuming the oily layer.Trash and debris can be amounts of trash are expected. netted out to separate it from the other pollutants. The screen The visual inspection should ascertain that the system should be power washed to ensure it is free of trash and debris. components are in working order and that there are no Manhole covers should be securely seated following cleaning blockages or obstructions in the inlet and separation screen. activities to prevent leakage of runoff into the system from above The inspection should also quantify the accumulation of and also to ensure that proper safety precautions have been hydrocarbons,trash, and sediment in the system. Measuring followed.Confined space entry procedures need to be followed pollutant accumulation can be done with a calibrated dipstick, if physical access is required. Disposal of all material removed tape measure or other measuring instrument, if absorbent from the CDS system should be done in accordance with local material is used for enhanced removal of hydrocarbons,the level regulations, In many jurisdictions, disposal of the sediments may of discoloration of the sorbent material should also be identified be handled in the same manner as the disposal of sediments during inspection. It is useful and often required as part of an removed from catch basins or deep sump manholes. operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout f, of the separation chamber(cylinder and screen)and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units,a r. single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment S has reached 75%of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated, If absorbent material is used, it should be replaced when 'f significant discoloration has occurred, Performance will not be impacted until 100%of the sump capacity is exceeded however J{ it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the ' top of the sediment pile. To avoid underestimating the level of 4, . t �r,.: •� sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than � y iY,.t.4 i consolidated particles toward the bottom of the pile. Once this ' -- „�c�4t' measurement is recorded, it should be compared to the as-built �a} drawing for the unit to determine weather the height of the al. uNx4 4 sediment pile off the bottom of the sum floor exceeds 7S%4 of P P r 1i the total height of isolated sump. rr}, "'�'1 f � ` �'"� plstance froin�WateT'Surface ' ' " ail v: r{rEalY;et4ar5 Sediment$�O1ae C�pa{ItS! x �to,Top of Setflment�Plle 1 S � r t t � t�1 t i'rIe>f'n; I,�` t�,�t,�`a'"'i,a w '{i ,,1 f�Y#��,- � -`f� t ��fi, .•, ,� s��`►�4i�.3�rir i r`f c��'`��r..e n-i�}t��+ ' a �i•� I-�ar�r,.4 � ri r� ;� -� +1f� �y � 91 4• ? �y {f 1' f !1e•a r E as t 11 { 1 's tF) ¢ l � f1s 7'_ ;ul sa"��"!I 7� i�: rf •i w.w j ��'�{,�°'�3F zsc•�rr �i r a �f� ��r � ° .�? J � ' li. � ,t . Support • Drawings and specifications are available at wvrvi.contechstormwater.com, • Site-specific design support Is available from our engineers. ©2017 Contech Engineered Solutions LLC,a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering Industry,Conted3's portfolio includes bridges,drainage,sanitary sewer, stormwater,earth stabilization and wastewater treament products.For Information,visit www,ContechES.com or call 800.338,1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY Of MERCHANTAOILITY OR FITNESS FOR ANY PARTICULAR PORP05E,SEE THE CONTECH STANDARD CONDITION OF SALES(VIEWABLE AT WWW,CONTECHES.COWCOS)FOR MORE INFORMATION. The product(s)described maybe protected by one or more of the folfow)ng US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848; 5,985,157;6,027,639,,6,350,374:6,406,218;6,641,720;6,511,595;6,649,048,,G,991,114;6,998,038;7,186,058,7,295,692;7,297,266;7,517,450 related forc7gn patents or other patents pending. tDS.Inspection:& Maintenance Log CDS Model: Location: Water Floatable Describe Date depth to Layer Maintenance Maintenance Comments sediment' Thicknessz Performed Personnel i. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed In table 9 the system should be cleaned out. Note:to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediately. CDs Maintenance Guide-7118(PDF) s t 1 APPENDIX G. TEST BORI NG LOGS h SOIL SUITABILITY ASSESSMENT REPORT COMMONWEALTH OF MASSACHUSETTS NORTH ANDOVER, MAS SACHUSETTS SOIL EVALUATION FOR NEW CONSTRUCTION OF ON-SITE STORMWATER DRAINAGE CONTROL SITE INFORMATION: Street Address: 505 Sutton Street Town:North Andover State: Massachusetts Zip Code: 01845 ounty: Essex Land Use: Catholic Church Latitude:—420 42'43.2"N Longitude:—71°07' 13.7"W PUBLISHED SOIL DATA AND MAP UNIT DESCRIPTION: physiographic Division: Appalachian Highlands Physio.Province:New England Physio. Section; Seaboard lowland section vRCS/USDA web soil survey: Essex CounM Massachusetts Northern part Map Scale: 1:600' Soil map unit:306D--Paxton fine sandy loam(Coarse-loamy,mixed, mesic,Typic Fraginchrepts) 15-25%slopes Soil temperature regime: Mesie Soil moisture regime: Udic Drainage Class: Well drained lydrologic Soil Group:C Ksat: low(0.00—0.14 in/hr) Available water capacity; Low(M4.7") ;oil hydric or upland: Upland Average depth to water table:>80" Depth to restrictive feature:—26"to densic C layer =requency of flooding:None Frequency of ponding:None Runoff class;HHiah ,andform: Ground moraine, hills,drumlins, Down slope shape: Convex Across slope shape: Linear ,andform position(2D): Backslope, footslope Landform position(313): Sideslone,_tread )oil limitations: Compact substratum moderate seasonal groundwater elevation moderate permeabilfty,stony matrix. WETLAND AREA& CLOSEST USGS WELL MEASUREMENTS: National Wetland Inventory Map:NA Wetlands Conservancy Program:NA Bordering vegetative wetland: >200 feet urrent Water Resource Condition(USGS): Well Site#4234010711093801,MA-XMW 78 Wilmington,MA Vell completed in Sand and gravel aquifers and ice-contact deposits,including kames and eskers. Well depth: 12.00 feet Borehole depth: 12.00 feet Land surface altitude: 95.00 feet above NGVD29 alost recent data value:.9,79'on 10127/16(depth below land surface). Range: Below normal 3URFICIAL& BEDROCK GEOLOGY: >urficial geology;Ogm:Early Wisconsin glacial-stage„ground„moraine Yeologic parent material: Lodgment till;compacted Geomorphic landform: Drumlinoid hill; oriented NNW—SSE ,andform position(213): Backslope Landform,position(313): Sideslope Slope aspect:Northeasterly ;lope gradient:—00-08% Down slope shape: Convex Across slope shape: Linear dope complexity: Simple Bedrock outcropping in vicinity;Not observed Glacial erratics in vicinity:None observed 3edrock Type:,Andover Granite:(Silurian or Ordovician)Light to medium-gray,foliated,medium-to coarse-grained—muscovite,-biotite granite 1 TP 16-1 DEEP OBSERVATION DOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27, 2016 Time: 09:15 Weather: Partly cloudoyercast 50-5S°F,NE breeze Landscape: Upland Landform: Ground moraine Position on Iandscape: Backslope of till ridge Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and asphalt Property line: 10'feet Drainage way: 50'feet Drinking water well: 100'feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP 16-1 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (parthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00" -� f)$" SandyLoam 10YR 3/2 structure;cohesive matrix;fine grained mineral content;dry;man, Ap very dark none observed fine to medium roots;free of clasts;clear smooth boundary, grayish brown Very friable;weak-grade fine to medium angular blocky structure; 0$" —> 16" Sand Loam 1 OYR 5/6 weak cohesive matrix;slightly gritty;mixed medium to mostly $w y none observed fine grained mineral content;dry; common to few fine to medium yellowish brown roots—05%subrounded gravel content;diffuse wavy boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 16" 85" 2C Sandy Loam. 2.5Y 6/3 255) mixed very fine to medium grained mineral content;slightly dam f lite yellowish well-graded;compact matrix;crudely stratified with minor gravelly brown (m,2,p) imbrication of clasts;somewhat silty;^-15-20%scattered 1©R 4/4 subangular gravel and—15-20%scattered subangular cobble 50Y 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 25",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact a test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 85" Seasonal High Groundwater Table: 25" Phreatic water table(weep):> 85" 2 TP 16-1 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face; (below land surface) Depth to stabilized apparent water: (below land surface) Sall moisture state: Dry to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 25"(below rand surface) Type; Masses on and within peds Abundance:Many Size: Medium Contrast: Prominent Shape: Irregular/spheroidal_ Moisture state: Slightly damp Location: 2C matrix Hardness: Soft Boundary: Diffuse Concentration color: _I OR 4/4 fweak red) Reduction color: 50Y 8/1 (greenish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inches below grade Observed water weeping from side of deep hole: inches below Wade Observed depth to redoximorphic features: 25" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 6.42 feet Depth of naturally occurring pervious material in TP 16-1 Upper boundary: 08" Lower boundary: 85" Certification certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct :valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance vith 310 CMR 15.017. klexander F. Parker 91848 June 1998 Tinted name of Massachusetts Evaluator&Certification number Date o€Soil Evaluator Certification Jnoff'rcial soil evaluation for drainage 10/27/16 own of North Andover Board of Health witness Date of soil testing 3 TP 16-2 DEEP OBSERVATION DOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27,2016 Time: 09:24 Weather: Partly cloudy, overcast-50-551F,NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ride Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and vayerient Property line: 10'feet Drainage way: 50'feet Drinking water well: 100'feet Abutting septic system: 50+feet Wetlands: 100+feet Public water supply reservoir: 400'feet Tributary to reservoir: 200+feet Open water body: 400'feet SOIL PROFILE ► TP16-2 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inclres) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00" -• 11" Sand Loam 10YR 3/2 structure;cohesive matrix;fine grained mineral content;dry;man, A p y ry none obseed fine to medium roots;free of clasts;clear smooth boundary, very dark grayish brown Very friable;weak-grade fine to medium angular blocky structure; 11" —. 22" Sand Loam 10YR S16 weak cohesive matrix;slightly gritty;mixed medium to mostly $`v y none observed fine grained mineral content;dry; common to few fine to medium yellowish brown roots—05%subrounded gravel content;diffuse wavy boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 22"—. 89" 2C Sandy Loam 2.5Y 6/3 31„ mixed very fine to medium grained mineral content;slightly dams ravels lite ellowish well-graded;compact matrix;crudely stratified with minor gravelly brown (m,2'p) imbrication of clasts;somewhat silty;—15-20%scattered 1 OR 4/4 subangular gravel and---15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 31",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact a test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 89" Seasonal High Groundwater Table: 31" Phreatic water table(weep):> 89" 4 TP 16-2 DEEP OBSERVATION HOLE 505 Sutton Street, Noilh Andover, Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face: (below land surrace) Depth to stabilized apparent water: (belaw land surrace) Soil moisture state: Dry to damp with increasing de th ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 31"(below lard surface) Type: Masses on and within peds, Abundance: M_Lny Size: Medium Contrast: Prominent Shape: Irregular/spheroidal Moisture state: Slightly damp Location: 2C matrix Hardness: Soft Boundary: Diffuse Concentration color: 1 OR 4/4(weak red) Reduction color: 5GY 8/1 (greenishgray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inches below grade Dbserved water weeping from side of deep hole: inobes below grade Dbserved depth to redoximorphic features: 31 metres below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: I► 6.50 feet 7epth of naturally occurring pervious material in TP16-2 Upper boundary: 11" Lower boundary: 89" :ertt tcation certify that 1 am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017, 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance ith 310 CMR 15.017. rlexander F. Parker #1848 June 1998 rinted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification Jnofficial soil evaluation for drainage 10/27/16 )%va of North Andover Board of Health witness Date of soil testing . 5 TP 16-3 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: October 27,2016 Time: 09:35 Weather: Partly cloudy, overcast-50-55°F NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslo e of till rid e Slope aspect: East-Southeast Slope(%o): 03-05°10 Slope complexity: Sim, Land Cover: Grass lawn and pavement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 5V feet Wetlands: 100'feet Public water supply reservoir: 400+feet Tributary to reservoir: 200'feet Open water body. 400'feet SOIL PROFILE ► TP16-3 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDAJNRCS) (EartliColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular -3 21" Sand Loam 1 OYR 3/2 structure;cohesive matrix;fine grained mineral content;dry;man QQ" AP y very dark none observed fine to medium roots;free of clasts;clear smooth boundary. grayish brown Very friable;weak-grade fine to medium angular blocky structure lOYR 516 weak cohesive matrix;slightly gritty; mixed medium to mostly 21" � 33" Bw Sandy Loam none observed fine grained mineral content;dry; common to few fine to mediun yellowish brown roots—05%subrounded gravel content;diffuse wavy boundary. brown Firm;strong-grade thick-to-very thick subangular platy structure; 33", 91" 2C Sandy Loam 2.5Y 6/3 33„ mixed very fine to medium grained mineral content;slightly dam lite yellowish well-graded;compact matrix;crudely stratified with minor graved y brown �m'Z'p) imbrication of clasts;somewhat silty;--15-20%scattered 1 OR 4/4 subangular gravel and—15-20°/a scattered subangular cobble 5GY 8/1 content of'mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 33",below which common-to-many strong red iron and grey reduction stains in matrix;no phrcatic water table observed and no bedrock contact test hole depth; Low excavation difficulty with backhoe Depth to bedrock: >91" Seasonal High Groundwater Table: IL Phreatic water table(weep):> 91" 6 TP 16-3 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO APPARENT"/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face: (bctow land surrace) Depth to stabilized apparent water; (betow land susrace) Soil moisture state: Dry to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 33"(below land surface) Type: Masses on and within peds Abundance:Many Size; Medium Contrast: Prominent "Shape: Irregular/spheroidal Moisture state: Slightly damp Location: 2C matrix tar ness: Soft Boundary: Diffuse Concentration color: !OR 4/4 (weak reds Reduction color: SGY 8!1 (greenish graY) DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water: inches below grade Dbserved water weeping from side of deep hole: inches beta,grade I )bserved depth to redoximorphic features: 33" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.83 feet )epth of naturally occurring pervious material in TP 16-3 Upper boundary: 21" Lower boundary: 91" 3 i 7ertiLication certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15,017. I further certify that the results of my soil evaluation,as indicated in the attached soil Evaluation form,are accurate and in accordance ith 310 CMR 15.017. Llexander F.Parker #1848 June 1998 rinted name of Massachusetts Evaluator&Certification number Bate of Soil Evaluator Certifcalion lnofficial soil evaluation for drainage 10/27/16 )wn of North Andover Board of Health witness bate of soil testing 7 I TP 16-4 DEEP OBSERVATION DOLE 505 Sutton Street North Andover Massachusetts Date: October 27,2016 Time: 09:51 Weather: Partly cloudy,overcast 50-55°F NE breeze Landscape:Upland Landform: Ground moraine Position on landscape: Backslope of till ridge, Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and pgyement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP16-4 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (US1DA/NRCS) (EartlrColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00" -F 08" [� Sandy Loam 10YR 312 none observed structure;cohesive matrix;fine grained mineral content;dry;man 1? very dark fine to medium roots;free of clasts;clear smooth boundary. grayish brown Very friable;weak-grade fine to medium angular blocky structure OS" —� 1$" $ Sandy Loam 1 OYR 5/6 weak cohesive matrix;slightly gritty; mixed medium to mostly `y none observed fine grained mineral content;dry; common to few fine to mediun yellowish brown roots—05%subrounded gravel content;diffuse wavy boundary. Firm;strong-grade thick-to-very thick subangularplaty structure; 18" 88" 2C Sandy Loam MY 6/3 37" mixed very fine to medium grained mineral content;slightly da€nl gravelly lite yellowish {m 'p} well-graded;compact matrix;crudely stratified with minor brown > imbrication of clasts;somewhat silty;—15-20/o scattered 1 OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 9/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 37",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 88" Seasonal High Groundwater Table: 37" Phreatic water table(weep):> 88" 8 TP 6-4 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts )EPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed apparent water seeping from pit face; (below land surface) Depth to stabilized apparent water: (below taodsurface) ;oil moisture state:Dry to damp with increasing depth ?STIMATED SEASONAL HIGH GROUNDWATER TABLE: )epth of Estimated Seasonal High Groundwater Table: 32"(below land surface) y pe: Masses on and within peds, Abundance,Many Size: Medium Contrast: Prominent nape: Irregular/spheroidal Moisture state: Slightly damn Location:2C matrix lardness: Soft Boundary: Diffuse Concentration color: IOR 4/4 (weak red) Reduction color: 5GY 8/1 (greenish gray )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: inches below grade )bserved water weeping from side of deep hole: inches below grade )bserved depth to redoximorphic features: 32" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 6.66 feet )epth of naturally occurring pervious material in TP 16-4 Upper boundary: 48" Lower boundary: 88" :ertt ication ,ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct ,aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance ith 310 CMR 15.017. .lexander F. Parker #1848 June 1998 •inted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification Enoff icial soil evaluation for drainage 10/27/16 )Nvn of North Andover Board of Health witness Date of soil testing 9 TP 16-5 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: October 27,2016 Time: 10:07 Weather: Partly cloudy overcast-50-55°r,NE breeze Landscape: Upland, Landform: Ground moraine Position on landscape: Backslo e of till ridge Slope aspect: East-Southeast Slope(%): 03- 05% Slope complexity: Simple Land Cover: Grass lawn and„p,ayern Property line: 10'feet Drainage way: 50'feet Drinking water well: 100}feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir:400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE >• TP16-5 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,'structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (l arthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;modcrate-grade fine to medium subangular granular 00" —> 21" Sand Loam 10YR 3/2 structure;cohesive matrix,tine grained mineral content;dry;mar Ap Y none observed fine to medium roots;free of clasts;clear smooth boundary. very dark grayish brown Very friable;weak-grade fine to medium angular blocky structure 21" 24" Sand Loam 1 OYR 5/6 weak cohesive matrix;slightly gritty,mixed medium to mostly $w Y none observed fine grained mineral content;dry; common to few fine to mediur yellowish n brown roots—05/o subrounded gravel content;diffuse wavy boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 24" 88" 2C Sandy Loam 2.5Y 6/3 37" mixed very fine to medium grained mineral content;slightly dam gravelly lite yellowish well-graded;compact matrix;crudely stratified with minor brown ("''2'1'� imbrication of clasts;somewhat silty;—15-20%scattered l OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 37",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact test hole depth; Low excavation difficulty with backhoe Depth to bedrock: >88" Seasonal High Groundwater Table: 37" Phreatic water table(weep):> 88" 10 TP16-5 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts )EPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed ►pparent water seeping from pit face; (below land swcrace) Depth to stabilized apparent water: (below land surface) oil moisture state: Dry to damp with increasing depth ?STIMATED SEASONAL HIGH GROUNDWATER TABLE: )epth of Estimated Seasonal High Groundwater Table: 37"(below land surface) ype; Masses on and within peds Abundance; Many Size: Medium Contrast: Prominent hape: Irregular/spheroidal Moisture state: Slightly damp Location:2C matrix lardness; Soft Boundary: Diffuse Concentration color:.IOR 4/4(weak red) Reduction color: 5GY 8/1 ,greenish gray )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: inches below grade )bserved water weeping from side of deep hole: inches below grade )bserved depth to redoximorphic features: 37" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: 1. 5.58 feet )epth of naturally occurring pervious material in TP16-5 Upper boundary: 21" Lower boundary: 88" ,erti ccation ,ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR t5.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Corm,are accurate and in accordance ith 310 CMR 15.017, .lexander F.Parker 91848 June 1998 •inted name of Massachusetts Evaluator&Certification number Date of5oil Evaluator Certification tnofficial soil evaluation for drainage 10/27/16 nwn of Nortli Andover Board of Health witness Date of soil testing 11 TP 16-6 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27,2016 Time: 10:34 Weather: Party, cry,overcast-50-55°F,NE breeze Landscape:Upland Landform: Ground moraine Position on landscape: Backslope of till ridg Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and a enien' Property line: 10'feet Drainage way: 50+feet Drinking water well: 100'feet Abutting septic system: 50'feet Wetlands: 100+feet Public water supply reservoir: 400+feet Tributary to reservoir: 200+feet Open water body: 400'feet SOIL PROFILE ► TP 16-6 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00" -• 30" Sand Loam 10YR 312 structure;cohesive matrix;fine grained mineral content;dry;mat AP Y none observed fine to medium roots;free of clasts;clear smooth boundary. very dark grayish brown Firm;strong-grade thick-to-very thick subangular platy structure, 30" 94" 2C Sandy Loam 2•SY 613 36" mixed very fine to medium grained mineral content;slightly dam gravelly lite yellowish well-graded;compact matrix;crudely stratified with minor brown � '2'�� imbrication of clasts;somewhat silty;—15-20%scattered 1 OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 36",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatie water table observed and no bedrock contact test hole depth; Low excavation difficulty with backhoe Depth to bedrock: >94" Seasonal High Groundwater Table: 36" Phreatic water table(weep):>94" 12 TP 1 6--6 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts )EPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed .pparent water seeping from pit face: tbeiow iand surface) Depth to stabilized apparent water: (below land surface) oil moisture state: Dry to damp with increasing depth MIMATED SEASONAL HIGH GROUNDWATER TABLE: )epth of Estimated Seasonal High Groundwater Table: 36"(below land surface) ype: Masses on and within peds Abundance:MLny Size: Medium Contrast: Prominent hape: Irregular/spheroidal Moisture state: Slightly damp Location: 2C matrix 'ardness: Soft Boundary: Diffuse Concentration color:.I OR 4/4(weak red) Reduction color:.SOY 8/1 (greenish gray )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: inches below grade Ibserved water weeping from side of deep hole: incites below grade lbserved depth to redoximorphic features: 36" inches below Lmdo )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.33 feet ,epth of naturally occurring pervious material in TP16-6 Upper boundary: 30" Lower boundary: 94" 'erti tcation ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 0 CMR I5.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance th310 CMR 15.017. lexander F. Parker #1848 June 1998 inted name of Massachusetts Evaluator&Certification number Hate of Soil Evatuator Certification nofficial soil evaluation for drainage 10/27/16 %vn of North Andover Board of Health witness Date of soil testing 13 TP 16-7 DEEP OBSERVATION HOLE 505 Sutton Street,North Andover, Massachusetts Date: October 27,2016 Time: 10:57 `Heather: Partly cloudy, overcast-50-55°F NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ridge Slope aspect: East-Southeast Slope(%): 03- 05% Slope complexity: Simple Land Cover: Grass lawn and payemen Property line: 10'feet Drainage way: 50'feet Drinking water well. 100+feet Abutting septic system: 504 feet Wetlands: 100t feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400}feet SOIL PROFILE ► TP 16-7 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDAI NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00" -� 13" Sandy L 1 QYR 312 structure;cohesive matrix;fine grained mineral content;dry;Mai Ap an yoam very dark none observed fine to medium roots;free of clasts;clear smooth boundary. grayish brown Very friable;weak-grade fine to medium angular blocky structure 13" 21" Sand Loam l 0YR S/6 weak cohesive matrix;slightly gritty; mixed medium to mostly $`y y none observed fine grained mineral content;dry; common to few fine to mediui yellowish brroots—05%subrounded ravel content;diffuse wavy boundary. brown g y Firm;strong-grade thick-to-very thick subangular platy structure 21" 82" 2C Sandy Loam 2.5Y 6/3 3425 mixed very fine to medium grained mineral content;slightly dan lite yellowish well-graded;compact matrix;crudely stratified with minor gravelly brown (m�2>p) imbrication of clasts;somewhat silty;—15-20%scattered lOR 4/4 subangular gravel and^-15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 34",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 82" Seasonal High Groundwater Table: 34" Phreatic water table(weep):> 82" 14 TP16^7 DEEP OBSERVATION HOLE77 505 Sutton Street North Andover Massachusetts I DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face: (below land surface) Depth to stabilized apparent water: (below land surface) Soil moisture state: Dry to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 34"(below land surrare) Type: _Masses on and„within peds, Abundance: Many Size: Medium Contrast: Prominent Shape: Irregular/spheroidal_ Moisture state: Slightly damp- Location:2C tnatrix Hardness: Soft Boundary: Diffuse Concentration color: 1 OR 4/4(weak red) Reduction color: 5GY 8/1 reenishgray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inehes below grade Observed water weeping from side of deep hole., inches below grade Observed depth to redoximorphie features: 34" inches below Lunde DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5,75 feet Depth of naturally occurring pervious material in TP 16-7 Upper boundary: 13" Lower boundary: 82" Certification certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.01T 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance rith 310 CMR 15.017. Alexander F. Parker #1848 lone 1998 rinted name of Massachusetts Evaluator& Certification number Date of Soil Evaluator Certification 7nofficial soil evaluation for drainage 10/27/16 own of North Andover Board of Health witness Date of soil testing 15 TP16-8 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27,2016 Time: 11:32 Weather: Partly cloudy, overcast 50-55Q NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backsl_pe of till Midge Slope aspect: East-Southeast Slope(%); 03-05% Slope complexity: Simple Land Cover: Grass lawn and pgyement Property line: 10'feet Drainage way: 501 feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100}feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP16-8 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. Very friable;moderate-grade fine to medium subangular granular 00 1��� 10YR 3/2 structure;cohesive matrix;fine grained mineral content,dry;many Ap Sandy Loam none observed fine to medium roots;free of clasts;clear smooth boundary. very dark grayish brown Very friable;weak-grade fine to medium angular blocky structure; 10" 21" 10YR 5/6 weak cohesive matrix;slightly gritty,mixed medium to mostly Bw Sandy Loam none observed fine grained mineral content;dry; common to few fine to medium yellowish fine -05%subrounded gravel content;diffinse wavy boundary. brown Firm;strong-grade thick-to-very thick subangular platy structure; 21" 84" Sand Loam 2.5Y 6/3 4p» mixed very fine to medium grained mineral content;slightly damp; 2C Y well-graded,compact matrix;crudely stratified with minor gravelly lite yellowish (m,2,p) u imbrication of somewhat silty; -20%scattered brown 1OR 414 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 40",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact at test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 84" Seasonal High Groundwater Table; 40" Phreatie water table(weep);> 84" 16 TP 16-5 DEEP OBSERVATION DOLE 505 Sutton Street... North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face; (below land surface) Depth to stabilized apparent water: (below Iona surface) Soil moisture state: Dry to damD with increasina depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 40"(below land surface) Type: Masses on and within peds Abundance: Many Size;Medium Contrast; Prominent Shape: Irregular/spheroidal- Moisture state: Slightly damp Location: 2C matrix Hardness: Soft Boundary: Diffuse Concentration color: I OR 4/4(weak red) Reduction color:.5GY 8/1 ("ieenish gLayj DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water; inches below grade Observed water weeping from side of deep hole: inches below grade Observed depth to redoximorphic features: 40" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 6.16 feet Depth of naturally occurring pervious material in TP 16-8 Upper boundary: 10" Lower boundary: 84" Certification certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct :valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017, 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance vith 310 CMR 15.017. klexander F. Parker #1848 .tune 1998 'rinted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certirlcation 3nofficial soil evaluation for draina e 10/27/16 mvn of North Andover Board of Health witness Date of soil testing 17 TP 16-9 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: October 27,2016 Time: 11:45 Weather: Partly cloudy, overcast-50-55°P,NE breeze Landscape: Upland Landform: Ground moraine Position on Iandscape: Backslope of till rida Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and payement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100'feet Abutting septic system: 50'feet Wetlands: 100+feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP16-9 Depth below Ltlorlzon/ Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) features,etc. Pill material mixed with A horizon.very friable;moderate-grade QQ" �}$" A Sandy Loam 10YR 3/2 fine to medium subangular granular structure;cohesive matrix; P none observed fine grained mineral content,dry;many fine to medium roots;free very dark grayish brown of clasts;clear smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; „ mixed very fine to medium grained mineral content;slightly damp; 48"—* 110" 2C Sandy Loam 2.5Y 6/3 53 well-graded;compact matrix;crudely stratified with minor gravelly lite yellowish (m 2 brown � ,p) imbrication of e[asts;somewhat silty;...15 -20%scattered 1 oft 4/4 subangular gravel and--15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 36",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact at test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 110" Seasonal High Groundwater Table: 53" Phreatic water table(weep):> 110" 18 7 i TP 16-9 DEEP OBSERVATION HOLE 505. Sutton Street, North Andover, Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face: (below€and surface) Depth to stabilized apparent water: (below land surface) Soil moisture state: Dr to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE' Depth of Estimated Seasonal High Groundwater Table: 53"(below land surface) Type: Masses on and within peds Abundance:Many Size: Medium Contrast: Prominent Shape: Irregular/spheroidal Moisture state: Slightly damp Location:2C matrix Hardness: Soft Boundary:Diffuse Concentration color: 1 OR 4/4(weak red) Reduction color: 50Y 8/1 (greenish gray DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inclles below grade Observed water weeping from side of deep hole: inches below grade Observed depth to redoximorphic features: 53" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.16 feet Depth of naturally occurring pervious material in TP16-9 Upper boundary: 48" Lower boundary: 110" CertI lcatdon certify that[am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct ;valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as.indicated in the attached Soil Evaluation Form, are accurate and in accordance vith 310 CMR 15.0[7. klexanderF. Parker #1848 June 1998 Tinted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification 1nofeial soil evaluation for draina a tO/27/16 'o%vn of North Andover Board of Health witness Date of soil testing 19 TP 16-10 DEEP OB SERVATION HOLE 505 Sutton Street, Noah Andover, Massachusetts Date: October 27,2016 Time: 12:08 Weather: Partly cloudy,overcast-50-55°F NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslo e of till ridge Slope aspect: East-Southeast Slope(%),. 03-QS% Slope complexity: Simple Land Cover: Grass lawn andpayement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100}feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir:400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP 16--10 Depth below Sol' Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizonl (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) layer features,etc. Fill material mixed with A horizon.Very friable;moderate-grade 00" -i 42" AP Sandy Loam i OYR 3/2 fine to medium subangular granular structure;cohesive matrix; none observed fine grained mineral content;dry;many fine to medium roots;free very dark grayish brown of clasts;clear smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 42" 113" 2C Sandy Loam 2.5Y 6/3 55=' mixed very fine to medium grained mineral content;slightly damp well-graded;compact matrix;crudely stratified with minor gravelly rile yellowish (tn 2 n brown � gyp) imbrication of clasts;somewhat silty;...15_20/o scattered I OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 811 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 55",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact at test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 113" Seasonal High Groundwater Table: 55" Phreatic water table(weep):> 113" 20 TP16-10 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face; (below land surraee) Depth to stabilized apparent water; (below land surface) Soil moisture state: Dry to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 55" (below land surface) Type: Masses on and within peds Abundance; Many Size: Medium Contrast: Prominent Shape: Irregular/spheroidal Moisture state: Slightly damp Location:2C matrix :Iardness: Soft Boundary: Diffuse Concentration color: 1 OR 4/4 (weak red) Reduction color: 5GY 8/1 (greenish is DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water: inches below grade observed water weeping from side of deep hole: inches below grade )bserved depth to redoximorphic features: 55" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.66 feet )epth of naturally occurring pervious material in TP 16-10 Upper boundary: 42" Lower boundary: 110" �7ertif cation certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance pith 310 CMR 15.017, tlexander F. Parker #1848 June 1998 rinted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification )nofficial soil evaluation for drainage 10/27/16 Dwn of North Andover Board of Health witness Date of soil listing 21 TP 16-11 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27,2016 Time: 12:29 Weather: Partly cloudy, overcast-50-55°F,NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ridge Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and payernent Property line: 10'feet Drainage way: 50+feet Drinking water well: 100}feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body. 400'feet SOIL PROFILE ► TP 16-11 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon bouudary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. ' Fill material mixed with A horizon.Very friable;moderate-grade Sand Loam 10YR 3/2 fine to medium subangular granular structure;cohesive matrix; 00 . 45 Al, y none observed fine grained mineral content;dry;many fine to medium roots;free very dart: grayish brown of clasts;clear smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 45" —> 111" 2C, Sandy Loam 2.5Y 6/3 40" mixed very fine to medium grained mineral content;slightly damp lite.yellowish well-graded;compact matrix;crudely stratified with minor gravelly brown {m,2,p} imbrication of clasts;somewhat silty;—15-20%scattered IOR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 40",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact al test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > I I I" Seasonal High Groundwater Table: OL' Phreatic water table(weep):> 111" 22 1 TP 16-11 DEEP OBSERVATION HOLE 505_ Sutton Street, North Andover, Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face: (baowlanasurface) Depth to stabilized apparent water: (Wow land suvfate) Soil moisture state:Dry to damp with increasing del2th ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 40"(below land surface) Type: Masses on and within peels Abundance: Many Size: Medium Contrast: Prominent Shape: Irregular/spheroidal Moisture state: Slightly damp Location:2C matrix Hardness: Soft Boundary: Diffuse Concentration color:.I OR 4/4(weak red) Reduction color: 5GY 8/1 (greenish gray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatie water: inebes below grade Dbserved water weeping from side of deep hole: inches below grade Dbserved depth to redoximotphic features: 40" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.50 feet Depth of naturally occurring pervious material in TP 16-11 Upper boundary: 45" Lower boundary: 111" �erti_rcation certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance pith 310 CMR 15,017, Alexander F. Parker #1848 June 1998 riated name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification Inofficial soil evaluation for drainage 10/27/16 awn of North Andover Board of Health witness Date of soil testing 23 TP 16-12 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: October 27 2016 Time: 12:51 Weather: Partly cloudy,overcast-50-55°F,NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ridge Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn and a ement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100' feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP 16-12 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. 03" i 00" Asphalt layer 1 OYR 2/1 Human transported material;Anthropogenic layer;loose; 00" 3 t" C" Sandy Loam/ black structurless;mixed very fine to coarse grained mineral content in t none observed sandy loam matrix;dry to slightly damp with depth; —10%angula HTM Loamy Sand 10YR 4/1 to subangular gravel and cobble content of mixed lithology; mix dark gray plastic,asphalt,concrete,brick,boulders and wood debris within matrix;few fine to medium roots to 42";clear smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 31"—> 102" 2C Sandy Loam 2.5Y 6/3 35» mixed very fine to medium grained mineral content;slightly damn gravelly lire yellowish well-graded;compact matrix;crudely stratified with minor brown (m,2,p) imbrication of clasts;somewhat silty;-�15-20%scattered 1 OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 35",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact a test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 102" Seasonal High Groundwater Table: 35" Phreatic water table(weep):> 102" 24 i TP 16- 12 DEEP OBSERVATION IDLE 505 Sutton Street North Andover Massachusetts )EPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Lpparent water seeping from pit face: (below sandsurraee) Depth to stabilized apparent water. (6el0, n€surrace) oil moisture state: Dry to damp with increasing depth ?STIMATED SEASONAL HIGH GROUNDWATER TABLE: )epth of Estimated Seasonal High Groundwater Table: 35"(below'land surface) ype: Masses on and„within peds Abundance: Many Size: Medium Contrast: Prominent hape: Irregular/spheroidal Moisture state: Slightly damp Location:2C matrix lardness: Soft Boundary: Diffuse Concentration color: 10R 4/4(weak red) Reduction color:.5GY 8/1 (greenish gray) )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatie water: inches below grade )bserved water weeping from side of deep hole: inalies below grade )bserved depth to redoximorphic features: 35" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 5.92 feet lcpth of naturally occurring pervious material in TP 16-12 Upper boundary: 31" Lower boundary: 102" ;erti ication :ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 0 CMR t5.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance h 310 CMR 15.017. lexander F. Parker #1848 June 1998 inted name of Massachusetts Evaluator&Certification number hate of Soil Evaluator Certification noflicial soil evaluation for drainage 10/27/16 iwn of North Andover Board of Health witness Date of soil testing 25 TP 16-13 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: October 27,2016 Time: 13:21 Weather: Partly cloud overcast 50-55'F NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ride Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Si_ mple Land Cover: Grass lawn and pavement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100}feet Abutting septic system: 50'feet Wetlands; 100'feet Public water supply reservoir:400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP 1 dw 13 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface- Horizon/ (USDA/NRCs) (harthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. 03" , 00" Asphalt layer 1 OYR 2/1 Human transported material;Anthropogenic layer;loose; 00" , 20" C^ Sandy Loam/ black strneturless;mixed very fine to coarse grained mineral content in HTM Loam Sand none observed sandy loam matrix;dry to slightly damp with depth; —10%anguh y 1 OYR 4/1 to subangular gravel and cobble content of mixed lithology; mix dark gray plastic,asphalt,concrete,brick,boulders and wood debris within matrix;few fine to medium roots to 42";clear smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; „ mixed very fine to medium grained mineral content;slightly daml 20„ 100„ 2C Sandy Loam 2•5Y 6/3 35 well-graded;compact matrix;crudely stratified with minor gravelly lite yellowish (m,2,p) imbrication of clasts;somewhat silty;—15-20%scattered brown 1 OR 4/4 subangular gravel and—15-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 35",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact a test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 100" Seasonal High Groundwater Table: 35" Phreatic water table(weep);> 100" 26 i TP 16- 13 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed Apparent water seeping from pit face; (belowlandsurrace) Depth to stabilized apparent water: (below landsurracc) Soil moisture state: Dry to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 35" (bclo%v land surface) hype: Masses on and within peds Abundance: Maw Size:Medium Contrast: Prominent Shape: Irregular/spheroidal Moisture state. Slightly damp Location:2C matrix 4ardness: Soft Boundary: Diffuse Concentration color: IOR 4/4(weak red) Reduction color 50Y 8/1 (greenish ray) DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water, inobos below grade Dbserved water weeping from side of deep !tole: inches below grade Dbserved depth to redoximorphic features: 35" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► 6.66 feet Depth of naturally occurring pervious material in TP16-13 Upper boundary: 20" Lower boundary; 100" uerti ication certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017, 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance Pith 310 CMR I5.017. Alexander F. Parker #1848 June t998 rinted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Ceairication Jnofficial soil evaluation for drainage 10/27/16 own of North Andover Board of Health witness Date of soil testing 27 TP 16-14 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: October 27,2016 Time: 14:10 Weather: Partly cloudy, overcast-50-55°F,NE breeze Landscape: Upland Landform: Ground moraine Position on landscape: Backslope of till ridge Slope aspect: East-Southeast Slope(%): 03-05% Slope complexity: Simpte Land Cover: Grass lawn and pa ement Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet Open water body: 400'feet SOIL PROFILE ► TP 16-14 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (EarthColors) Features roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer features,etc. 03" � 00" Asphalt layer I OYR 2/1 Human transported material;Anthropogenic layer;loose; 00" , 22" C" Sandy Loam/ black structurless;mixed very fine to coarse grained mineral content in none observed sandy loam matrix;dry to slightly damp with depth; —10%angUh HTM Loamy Sand I OYR 4/1 to subangular gravel and cobble content of mixed lithology; mix dark gray plastic,asphalt,concrete,brick,boulders and wood debris within matrix;few fine to medium roots to 42';clear'smooth boundary. Firm;strong-grade thick-to-very thick subangular platy structure; 22" 102" 2C Sandy Loam 2.5Y 6/3 361) mixed very fine to medium grained mineral content;slightly daint gravelly lit@ yellovish well-graded;compact matrix;crudely stratified with minor brown (m'2'p) imbrication of clasts;somewhat silty;—t 5-20%scattered 10R 4/4 subangular gravel and—t 5-20%scattered subangular cobble 5GY 8/1 content of mixed lithology;clasts tightly nested in matrix; observed seasonal high groundwater table at 35",below which common-to-many strong red iron and grey reduction stains in matrix;no phreatic water table observed and no bedrock contact a test hole depth; Low excavation difficulty with backhoe Depth to bedrock: > 102" Seasonal High Groundwater Table: 36" Phreatic water table(weep):> 102" 28 TP 16- 14 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover,,Massachusetts DEPTH TO APPARENT/PHREATIC GROUNDWATER TABLE: None Observed apparent water seeping from pit face: the#owlandsorface) Depth to stabilized apparent water: (bemw land surfata) Soil moisture state:Dr to damp with increasing depth ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 36"(below land surface) Type: Masses on and within pods Abundance: Many Size: Medium Contrast: Prominent >hape: Irrc ular/spheroidal Moisture state: Slightly d� amp Location:2C matrix lardness: Soft Boundary: Diffuse Concentration color: IOR 4/4„(weak red) Reduction color: 5GY 8/1 (greenish gray )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: lachesbelowgrade )bserved water weeping from side of deep hole: inclies belo%vgrado )bserved depth to redoximorphic features: 36" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL• ► 6.66 feet )epth of naturally occurring pervious material in TP 16-14 Upper boundary: 22" Lower boundary. 102" ,er fi ication .ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct ,aivations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in i 0 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form, are accurate and in accordance ith 310 CMR 15.017. lexander F. Parker V848 June 1998 •inted name of Massachusetts Evaluator&Certification number Date of Soil Evaluator Certification noff"icial soil evaluation for drainage 10/27/16 Avn of North Andover Board of Health witness Date of soil testing 29 SOIL SUITABILITY ASSESSMENT REPORT COMMONWEALTH OF MASSACHUSETTS NORTH ANDOVER, MASSACHUSETTS SOIL EVALUATION FOR NEW CONSTRUCTION OF ON-SITE SUBSURFACE STORMWATER DRAINAGE SITE INFORMATION Street Address: 505 Sutton Street Town:North Andover State: Massachusetts Zip Code: 01845 County: Essex sand Use: Residential-undeveloped Latitude: —42142'43.2"N Longitude: M71007' 13.7"W Elevation: —162'to I68' ?UBLISHED SOIL DATA AND MAP UNIT DESCRIPTION 'hysiographic Division:Appalachian Highlands Physio. Province:New England Physio. Section: Seaboard lowland section 'oil survey area: Essex County,Massachusetts Northern Part Series name: 306D—Paxton fine sandy loam,, 8-15% slopes )rder: Inceptisol Suborder: OcIO tirept Family:Coarse-loamy, mixed, mesic Ty is Fragiocl rests 'oil moisture regime: Udic Soil temperature regime:Mesic Runoff class: High >oil hydric or upland: Upland Average depth to water table:> 80" Depth to restrictive feature.—26"to densic C,l,a yer requency of flooding:None Frequency of ponding:None Available water capacity: low —5.6" )rainage Class: Well drained Hydrologic Soil Group: C Ksat: Low 0.00—0.14 in/hr VETLAND AREA&USGS WELL MEASUREMENTS 4ational Wetland Inventory Map:NA Wetlands Conservancy Program:NA Bordering vegetative wetland:NA ;urrent Water Resource Condition(USGS):Well Site#424841071004101-MA-HLW 23 Haverhill MA. VeII depth: I5.10 feet Land surface attitude: 100.00 feet above NGVD29 Latitude:—42148'41.8"N Longitude:—71"00'41.7" Most recent data value: 10.73'on 04/11/19(depth to water level in feet below land surface Range;Normal URFICIAL GEOLOGY: urficial geology map: Qgrn,• Early Wisconsin glacial-stage ground moraine Geornorphic landform:Drumlinoid hill ieologic parent material:Coarse-loamy over sandy basal till derived from silicate-based gneisses,granites and schists lope aspect:North-Northeast Landform position(2D): Backslope Landform position(313): Side slope lope gradient:—0-3% Down slope shape: Linear Across slope shape: Convex Slope complexity: Si_ mple �edrock outcropping in vicinity:None observed Glacial erratics in vicinity:None observed edrock Type:Andover Granite;(Silurian or Ordovician)Light to_medium- ray, foliated, medium-to coarse-grained—muscovite- biotite granite, 1 MCG# 3454 TP 19-1 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08,2019 Time: 12:00 Weather: Clear,—45-50°F,Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Northerly Slope(%): 03- 05% Slope complexity: Simple Land Cover: Grass lawn Property line: 10'feet Drainage way: 50'feet Drinking water well: 100f feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP 19-1 Depth below Soil Soil Texture Soil Color Redoxomorphie Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer BSHGWT features,etc. Very friable;moderatc-grade fine-to-medium sub-angular granular QQ" $" A Sandy Loam l 0YR312 structure;somewhat cohesive;fine grained mineral content;moist p none observed matrix;non-sticky;non-plastic;many fine grass roots;free of very dark grayish brown clasts;clear smooth boundary. Very friable;weak-grade,fine,sub-angular blocky structure; Loam Sand 1 OYR 414 somewhat cohesive;mixed medium to mostly fine-grained minera 15" -F 25" $ Y none observed w content;moist matrix;non-sticky;non-plastic;few fine roots; dark yellowish brown approximately 05%sub-angular to sub-rounded gravel content of mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; 25" 50" 2C Loamy Sand 2.5Y 6/4 34" mixed very fine to medium grained mineral content;moist matrix; ht olive well-graded;compact matrix;—15-20/a scattered subangular gravelly li brown (m'2-3'P} gravel and—10%scattered subangular cobble content of mixed 5YR 5/8 lithology;clasts tightly nested in matrix;observed seasonal high IOYR 7/1 groundwater table at 34",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 30"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >50" Seasonal High Groundwater Table: 34" Apparent water: 30" 2 MCG#3454 TP 19-1 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: kpparent water seeping from pit face: 30"(belawlandsurAte) Depth to stabilized apparent water: 30"(Wow landsurrace) Soil moisture state: Moist E-STIMATED SEASONAL HIGH GROUNDWATER TABLE: )epth of Estimated Seasonal High Groundwater Table: 34"(below land surface) 'ind: Iron concentrations,,noncemented iron„masses-coatings on sand grains ,ocation: In 2C matrix surrounding reductionspots Shape: Irregular/„spherical lardness: Soft Boundary: Clear Abundance: Many Size:Medium&Coarse Contrast:Prominent ;oncentration color: 5YR 5/8 red Reduction color:._IOYR 7/1 lidit gray Moisture state: Moist to saturated )ETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: 30" incites below grade )bserved water weeping from side of deep hole: 30" inctics below grade )bserved depth to redoximorphi'c features: 34" Niches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: lepth of naturally occurring pervious material in TP 19-1 Upper boundary: _ Lower boundary:_ xrti ication :ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience dcscribed in 0 CMR 15,017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance th 310 CMR 15.017. lexander P.Parker License#I848 .Tune 1998 valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 3 MCG# 3454 TP19-2 DEEP OBSERVATION HOLE 505 Sutton Street North Andover,_Massachusetts Date: April 08,2019 Time; 12:21 Weather: Clear —45-500 Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape; Tread of terrace Slope aspect:Northerly Slope(%): 03-05% Slope complexity: Simile Land Cover: Grass lawn Property line: 10+feet Drainage way: 50+feet Drinking water well: 100+feet Abutting septic system: 50+feet Wetlands: 100+feet Public water supply reservoir: 400+feet Tributary to reservoir: 200'feet r SOIL PROFILE ► TP 19-2 Depth below Soil Soil Texture Soil Color Redoxemorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer HSHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granula 00" 19" A Sandy Loam 10YR312 structure;somewhat cohesive;fine grained mineral content;moist p none observed matrix;non-sticky;non-plastic;many fine grass roots;free of very dark grayish brown clasts;clear smooth boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; mixed very fine to medium grained mineral content;moist matrix; 19" 60" 2C Loamy Sand 2.5Y 614 33" tight olive well-graded;compact matrix;—15-20%scattered subangular gravelly (m,2"3, brawn SYR 518 gravel and—10%scattered subangular cobble content of mixed lOYR 7/I iitholagy;clasts tightly nested in matrix;observed seasonal high groundwater table at 33",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 21"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: > 60" Seasonal High Groundwater Table: 33" Apparent water; 21" 4 MCG#3454 TP 19-2 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 21"(bclowltndsurraco) Depth to stabilized apparent water: 21"(below land surface) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 33"(below land surface) {ind: Iron concentrations,• noncemented iron masses-coatin s on sand grains .oration: In 2C matrix surrounding reduction spots Shape: Irregular/spherical hardness: Soft Boundary: Clear Abundance:M. any Size: Medium&Coarse Contrast: Prominent �oncentratiori color: 5YR 5/8 red Reduction color: 10YR 7/1 lip lit gray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: 21" inches below grade )bserved water weeping from side of deep hole: 21" iuohes below grnde )bserved depth to redoximorphie features: 33" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: )epth of naturally occurring pervious material in TP19-2 Upper boundary: Lower boundary: :erti tcation certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct mivations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR MOM 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Dorm,are accurate and in accordance ith 310 CMR 15.017, lexander F.Parker License#1848 .Tune 1998 valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 5 MCG#3454 TP 19-3 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: April 08,2019 Time: 12:40 Weather: Clear —45-50°F Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Northerly Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP I9-3 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granula3 00" -� 22" A p Sandy Loam 10YR3/2 structure;somewhat cohesive;fine grained mineral content;moist none observed matrix;non-sticky;non-plastic;many fine grass roots;free of very darts grayish brown clasts;clear smooth boundary. Very friable;weak-grade,fine,sub-angular blocky structure; Loam Sand I OYR 4/4 somewhat cohesive;mixed medium to mostly fine-grained mines 22" —> 29" B`v Y none observed content;moist matrix,non-sticky;non-plastic;few fine roots; dark yellowish o brown approximately 05/o sub-angular to sub-rounded gravel content of mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; 29" 55" 2C Loamy Sand 2.5Y 6/4 35" mixed very fine to medium grained mineral content;moist matrix. gravelly light olive (m,2-3,p) well-graded;compact matrix;--15-20%scattered subangular brown SYR S18 gravel and—10/o scattered subangular cobble content of mixed lithology;clasts tightly nested in matrix;observed seasonal high IOYR 711 groundwater table at 35",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 30'; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >55" Seasonal High Groundwater Table: 35" Apparent water: 30" MCG#3454 TP 1 9-3 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping:From pit face: 30"(below,landsu:face) Depth to stabilized apparent water: 30')(below landsurfase) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 35"(below]and surface) Kind: lron concentrations,• noncemented iron masses-coatings on sand grains ,ocation: In 2C matrix surrounding reductionspots Shape: Irregular/spherical Jardness: Soft Boundary: Clear Abundance:Many Size: Medium&Coarse Contrast: Prominent concentration color: 5YR 5/8 red Reduction color: 1 OYR 7II fi ht gra Moisture state; Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION )bserved depth to stabilized phreatic water: 30" incbesbelow(;rnde )bserved water weeping from side of deep hole: 30" inches betowgrade )bserved depth to redoximorphic features: 35" inriies below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL; lepth of naturally occurring pervious material in TP 19-3 Upper boundary: Lower boundary: 'erti ication ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 0 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance th 310 CMR 15.0I7, exander F.Parker License#1848 June 1998 laluator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 7 MCG# 3454 TP 19-4 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08 2019 Time: 12: 0 Weather: Clear —45-50°F Northwest breeze Landscape:Upland Landform: Ground Moraine Position on landscape:Tread of terrace Slope aspect:Northerly Slope(%): 03- 05% Slope complexity: Sim Ike Land Cover: Grass lawn Property line: 101 feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir. 200'feet SOIL PROFILE ► TP 19-4 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/MRCS) (Munselt) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granula 13" Sand Loam 10YR312 structure;somewhat cohesive;fine grained mineral content;mois 40" A p y very dark none observed matrix;non-sticky;non-plastic;many fine grass roots;free of grayish brown clasts;clear smooth boundary. Very friable;weak-grade,fine,sub-angular blocky structure; Loam Sand lOYR 4/4 somewhat cohesive;mixed medium to mostly fine-grained miner 13" —} 23" Bey y none observed content;moist matrix;non-sticky;non-plastic;few fine roots; dark yellowish approximately o5%snb-angular to sub-rounded gravel content of brown mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure s� mixed very fine to medium grained mineral content;moist matrix 23" —} 40" 2C Loamy Sand 2,5Y 6/4 3 5 well-graded;compact matrix;—15-20%scattered subangular gravelly light olive (m,2-3,p) gravel and—10%scattered subangular cobble content of mixed brown 5YR 51$ lithology;clasts tightly nested in matrix;observed seasonal high 10YR 7/1 groundwater table at 35",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 39'; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >40" Seasonal High Groundwater Table: 35" Apparent water: 39" 8 MCG#3454 TP 19-4 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 39"(wowiands,arace) Depth to stabilized apparent water: 39"(6e€owlandsudace) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 35"(below land surface) Kind: Iron concentrations, noncemented iron masses-coatings on sand rains Location: In 2C matrix surrounding reductionspots Shape: Irregular/spherical Hardness: Soft Boundary: Clear Abundance: Many Size:Medium&Coarse Contrast:Prominent Concentration color: 5YR 5/8 red Reduction color 10YR 7/1 liehtp-ray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water: 39" inches below grade )bserved water weeping from side of deep hole. 39" inches below grade 3bserved depth to redoximorphic features: 35" inelzes below grade -)EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ` 7epth of naturally occurring pervious material in TP 19-4 Upper boundary: Lower boundary: Ler°ti ication certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15,017 to conduct valuations and that the above analysis has been performed by the consistent with the required training,expertise and experience described in 10 CMR 15.017, 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance ith 310 CMR 15.017. lexander F. Parker License#1848 ,Tune 1998 valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 9 MCG#3454 TP19-5 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08, 2019 Time: 12:58 Weather: Clear —45-50°F,Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Northerly Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn Property line: 101 feet Drainage way: 50'feet Drinking water well: 100'feet Abutting septic system: 50'feet Wetlands: 100'feat Public water supply reservoir: 400}feet Tributaiy to reservoir: 200'feet SOIL PROFILE ► TP 19-5 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA!NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer FSHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granular 10YR3/2 structure;somewhat cohesive;fine grained mineral content;moist 00" 11" Ap Sandy Loam none observed matrix;non-sticky;non-plastic;many fine grass roots;free of very dark grayish brown clasts;clear smooth boundary. Very friable;weak-grade,fine,sub-angular blocky structure; Loam Sand 1 DYR 4/4 somewhat cohesive;mixed medium to mostly fine-grained mineral 11 —> 21" Bey Loamy none observed content;moist matrix;non-sticky;non-plastic;few fine roots; dark yellowish o brown approximately 45/osub-angular to sub-rounded gravel content of mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; 21" 40" Loam Sand MY 6/4 36" mixed very fine to medium grained mineral content;moist matrix; 2C raven light olive well-graded;compact matrix;—15-20%scattered subangular gravelly {m,2-3,p) brown SYR 518 gravel and—10%scattered subangular cobble content of mixed 10YR 7/1 lithology;clasts tightly nested in matrix;observed seasonal high groundwater table at 36",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 38"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >40" Seasonal High Groundwater Table: 36" Apparent water: 38" 10 MCG#3454 i TP 19-5 DEEP OBSERVATION HOLE - 505 Sutton Street, Noilh Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 38"{belawla¢dsnrracc) Depth to stabilized apparent water:38"(below land surface) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE; Depth of Estimated Seasonal High Groundwater Table: 35"(below land surface) Kind: Iran concentrations' noncemented iron masses-coatings on sand rains Location: In 2C matrix surrounding reductionspots Shape: Irregular/spherical Hardness: Soft Boundary: Clear Abundance:Many Size:Medium &Coarse Contrast: Prominent Concentration color: 5YR 5/8 red Reduction color: l OYR 7/1 light_ ray Moisture state:Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: 38" inclres below grade Dbserved water weeping from side of deep hole: 38" incliesbeiowgrade Dbserved depth to redoximorphic features: 38" incbesbelowgrade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: 7epth of naturally occurring pervious material in TP19-5 Upper boundary: _ Lower boundary: �ertiCication certify that 1 am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15,017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance ,ith 310 CMR 15.017, lexander P, Parker License#1848 Julie 1998 .valuator& license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 11 MCG#3454 TP19-6 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08,2019 Time: 12:58 Weather: Clear —45-50°F Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape:Tread of terrace Slope aspect:Northerly Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn Property line: 10'feet Drainage way: 50'feet Drinking water well: 100}feet Abutting septic system: 50'feet Wetlands: I OV feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP19-6 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granular l 0YR3/2 structure;somewhat cohesive;fine grained mineral content;moist 00" �, 10" Ap Sandy Loath dark none observed matrix;non-sticky;non-plastic;many fine grass roots;free of very clasts;clear smooth boundary. grayish brown Very friable;weak-grade,fine,sub-angular blocky structure; 10 20 Loamy Sand 10YR 4/4 somewhat cohesive;mixed medium to mostly fine-grained mineral " " Bev none observed content;moist matrix;non-sticly;non-plastic;few fine roots; dark yellowish brown approximately 05%sub-angular to sub-rounded gravel content of mixed lithology;ditfiise wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; �{)" 4 g" Loam Sand mixed very fine to medium grained mineral content;moist matrix; 2C y 2.SY 614 35 well-g€aded;compact matrix;—15-20%scattered subangular gravelly fight olive (m,2-3,p) gravel and_10%scat#eyed subangular cobble content of mixed brown SYR 518 1 OYR 7/1 lrth°logy;clasts tightly nested in matrix;observed seasonal high groundwater table at 35",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 38"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >48" Seasonal High Groundwater Table: 35" Apparent water: 41" 12 MCG#3454 TP19-6 DEEP OBSERVATION HOLE 505 Sutton Street Notth Andover, Massachusetts DEPTH TO PHR.EATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 41"(below landsurr=) Depth to stabilized apparent water:46'so iowlxndsurrace) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 3 5"(below land surface) Kind: Iron concentrations,• noncemented iron masses-coatings on sand grains Location: In 2C matrix surrounding-reduction spots Shape: Irregular/spherical Hardness: Soft Boundary:Clear Abundance:Many Size: Medium&.Coarse Contrast:Prominent Concentration color: 5YR 5/8 red Reduction color: 10YR 7/1 li ht gray Moisture state; Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: 46" inches belowgrnde Observed water weeping from side of deep hole: 441 inches below gride Observed depth to redoximorphic features: 35' inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: ► Depth of naturally occurring pervious material in TP19-6 Upper boundary: Lower boundary: Berta ication certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by the consistent with the required training,expertise and experience described in 10 CMR 15.017. I further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance pith 310 CMR 15.017. ,lexander R Parker License 91848 June 1998 ;valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 13 MCG#3454 TP 19-7 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08,2019 Time: 13:21 Weather:Cleat,—45-501F,Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Norther iY Slope(%): 03-05% Slope complexity: Sire lie Land Cover: Grass lawn Property line: 10'feet Drainage way: 50'feet Drinking water well: 100'feet Abutting septic system: 50'feet Wetlands: 100'feet Public water supply reservoir: 400}feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP19-7 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, ]and surface Horizon/ (USDA/NRGS) (Mansell) Features/ roots,liorizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. Very friable;moderate-grade fine-to-medium sttb-angular granular Sand fly» ���� structure;somewhat cohesive;fine grained mineral content;moist APY Loam 10YR�/2 none observed very dark matrix;non-sticky;non-plastic;many fine grass roots;free of grayish brown clasts;clear smooth boundary. Very friable;weak-grade,fine,sub-angular blocky structure; 06 26 Loamy SandFyellowish somewhat cohesive;mixed medium to mostly fine-grained mineral " i " B`Y none observed content;moist matrix;non-sticky;non-plastic;few fine roots; approximately 05%sub-angular to sub-rounded gravel content of mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; " Loam Sand 2.SY 614 4(" mixed very fine to medium grained mineral content;moist matrix; 26 —� 49 2c Y well-graded;compact matrix;AS-20%scattered subangular raven light olive (m,2-3,p) gravelly gravel and—10%scattered subangular cobble content of mixed brown 5YR 5/8 lithalog}r;clasts tightly nested in matrix;observed seasonal high IOYR 7/1 groundwater table at 46",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 48'; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >49" Seasonal High Groundwater Table: 46" Apparent water:48" 14 MCG# 3454 TP19-7 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 48"(below landsu,rare) Depth to stabilized apparent water: 48 (below landsurrace) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 46"(below land surface) g Kind: Iron eoncentrations� noncemented,iron masses-coatings,on sand rains„ Location: In 2C matrix surrounding reductionspots Shape: Irregular/spherical Hardness: Soft Boundary:Clear Abundance:many Size: Medium&Coarse Contrast: Prominent Concentration color: 5YR 5/8 red Reduction color:AQYR 7/1 light gray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water: 48" inches below grade Dbserved water weeping from side of deep hole: 48" incites below grade )bserved depth to redoximorphic features: 46" incites below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL. ► )epth of naturally occurring pervious material in TP 19-7 Upper boundary: Lower boundary: :er^ti ication -ertify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 10 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance ith 3 t0 CMR 15.017. lexander F Parker License#1848 June 1998 valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 15 MCG# 3454 TP19-8 DEEP OBSERVATION HOLE 505 Sutton Street,North Andover, Massachusetts Date: April 08,2019 Time: 13:44 Weather: Clear —45-50°F Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Northerly Slope(%}: 03-05% Slope complexity: Simple Land Cover: Grass lawn Property line: 10'feet Drainage way: 50'feet Drinking water well: 100+feet Abutting septic system: 50'feet Wetlands: 100'feat Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet SOIL PROFILE R TP 1.9-8 Depth below Soil Soil Texture Soil Color' Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA)NRCS) (Munsetl) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer 1 SHGWT features,etc. Very friable;moderate-grade fine-to-medium sub-angular granular 10YR3/2 structure;somewhat cohesive;fine grained mineral content;moist 00" — 10" Sand Loam none observed �'p y very dark matrix;Wan-sticky;non-plastic;many fine grass roots;free of grayish brown clasts;clear smooth boundary. Very friable•,weak-grade,fine,sub-angular blocky structure; ��s 21" B Loamy Sand 10YR 414 somewhat cohesive;mixed medium to mostly fine-grained mineral w none observed content;moist matrix;non-sticky;non-plastic;few fine roots; dark yellowish approximately 05%sub-angular to sub-rounded gravel content of brown mixed lithology;diffuse wavy boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; Loam Sand 2.5Y 6/4 41" mixed very fine to medium grained mineral content;moist matrix; " —• 44" 2C Y well-graded;compact matrix;—15-20%scattered subangular gravelly light alive (rn,2-3,p) gravel and—10%scattered subangular cobble content of mixed brown 5YR 5/8 lithology;clasts tightly Wasted in matrix;observed seasonal high IOYR 7/1 groundwater table at 41",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 44"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock; >44" Seasonal High Groundwater Table: 41" Apparent water:44" 16 MCG#3454 TP 19-8 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face; 44"(belowlandsurrace) Depth to stabilized apparent water; 44'Stbdow land surrace) Soil moisture state; Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE; Depth of Estimated Seasonal High Groundwater Table: 41"(below€and surrace) Kind: Iron concentrations,• noncemented iron masses-coatings on sand grains Location: In 2C matrix surrounding reductionspots Shape: Irregular/_ spherical Hardness, Soft Boundary; Clear Abundance:Many Size: Medium& Coarse Contrast: Prominent concentration color: 5YR 5/8 red Reduction color: 10YR 7/1 li fit ra Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Dbserved depth to stabilized phreatic water; 44" inches below grade )bserved water weeping from side of deep hole: 44" inches below grade )bserved depth to redoximorphic features: 41" inches below grade )EPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: >• )epth of naturally occurring pervious material in TP 19-8 Upper boundary: Lower boundary; ,`erti ication :ertify that I am currently approved by the Department of Environmental Protection pursuant to 31 D CMR 15.017 to conduct ,aluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 0 CMR 15.0I7. 1 further certify that the results of my soil evaluation.,as indicated in the attached Soil Evaluation Form,are accurate and in accordance ith 310 CMR 15.017, lexander F. Parker License#1848 Tune 1998 valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 17 MCG#3454 TP 19^9 DEEP OBSERVATION HOLE 505 Sutton Street, North Andover, Massachusetts Date: April 08,2019 Time: 13:44 Weather: Clear —45-50°F Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape:Tread of terrace Slope aspect:Nortlterl Slope(%): 03-05% Slope complexity. Simple Land Cover: Grass lawn Property line: 10'feet Drainage way: 50' feet Drinking water well: 100'feet Abutting septic system: 50�feet Wetlands: 100'feet Public water supply reservoir: 400'feet Tributary to reservoir: 200'feet SOIL PROFILE It TP19-9 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/NRCS) (Munsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) Layer RSHGWT features,etc. 1 OYR 2/1 Human transported material;Anthropogenic layer;loose; " Sand Loam/ black structurless;mixed very fine to coarse grained mineral content in i QQ" 34" C y sandy loam matrix;moist matrix; —10-15%angular to suban ula. HTM Loamy Sand 10YR 4/1 gravel and cobble content of mixed lithology;plastic,asphalt, mix dark gray concrete,brick,boulders and wood debris within matrix;few fine to medium roots to 09';clear smooth boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; " " Loam Sand 2.5Y 6/4 40" mixed very fine to medium grained mineral content;moist matrix; 39 45 2C Y well-graded;compact matrix;-�15-20%scattered subangular gravetly light olive (m,2-3,p)brown gravel and—10%scattered subangular cobble content of mixed 5YR 5/8 fithoiogy;clasts tightly nested in matrix;observed seasonal high 10YR 711 groundwater table at 40",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 44'; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >45" Seasonal High Groundwater Table: 44" Apparent water: 44" 18 MCG#3454 i TP 1 9-9 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 44"(be€owlandsurfacc) Depth to stabilized apparent water: 44"(below land surface) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 40"(beloAv land surrace) Kind: Iron concentrations; noneemented iron masses-coatings on sand grains Location: In 2C matrix suimudhig reduction spots Shape. Irregular/spherical Hardness: Soft Boundary: Clear Abundance:Many Size:Medium&Coarse Contrast: Prominent Concentration color: 5YR 5/8 red Reduction color: I OYR 7/1 ,li hP t gray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: 44" inches below grade Observed water weeping from side of deep hole: 44" inches betowgrade Observed depth to redoximorphic features: 40" inches bolow grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: Depth of naturally occurring pervious material in TP 19-9 Upper boundary: Lower boundary: Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct evaluations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 3 t0 CMR 15,017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Norm,are accurate and in accordance with 310 CMR 15.017. Alexander F.Parker License 41848 June 1.998 Evaluator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 19 MCG# 3454 TP 19-1 Q DEEP OBSERVATION HOLE 505 Sutton Street, Noith Andover, Massachusetts Date: April 08,2019 Time: 13:59 Weather: Clear,—45-50°F,Northwest breeze Landscape: Upland Landform: Ground Moraine Position on landscape:Tread of terrace Slope aspect:Northerly Slope(%): 03-05% Slope complexity: Simple Land Cover: Grass lawn Property line: 10+feet Drainage way: 50+feet Drinking water well: 100+feet Abutting septic system: 50+feet Wetlands: 100+feet Public water supply reservoir: 400+feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP 19-10 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDA/MRCS) (tvtunsell) Features/ roots,horizon boundary,clasts,stratification,artifacts,restrictive (inches) layer ESHGWT features,etc. 10YR 2/1 Human transported material;Anthropogenic layer;loose; black strueturless;mixed very line to coarse grained mineral content in a pQ„ 30„ n Sandy Loamy sandy loam matrix;moist matrix; —10-15%angular to subangular Iffm Loamy Sand 10YR 4/1 gravel and cobble content of mixed lithology;plastic,asphalt, mix dark gray concrete,brick,boulders and wood debris within matrix;few fine to medium roots to 09';clear smooth boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; 30" , 48" 2C Loamy Sand 2.5Y 6/4 381) mixed very fine to medium grained mineral content;moist matrix; gravelly light olive (m,2-3,p) well-graded;compact matrix;—15-20%scattered subangular brown 518 gravel and-�10%scattered subangular cobble content of mixed gyR 10YR /8 lithology;clasts tightly nested in matrix;observed seasonal high groundwater table at 38",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed art 46"; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock: >48" Seasonal High Groundwater Table: 38' Apparent water: 46" 20 MCG# 3454 TP 19-1 O DEEP OB SERVATION HOLE 505 Sutton Street Noilh Andover Massachusetts DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit face: 46"(helowiandsurreca) Depth to stabilized apparent water: 465'(below land sorrace) Soil moisture state: Moist i ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 381,(below land surface) Kind: Iron concentrations,• noncemented iron masses-coatin s on sand rains Location; In 2C matrix surrounding reductionspots Shape: Irregular/spherical Hardness: Soft Boundary:Clear Abundance:Many Size: Medium & Coarse Contrast: Prominent Concentration color: SYR 5/8 red Reduction color: 10YR 7/1 li ht iaray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: 46" inches belowgrade Observed water weeping from side of deep hole: 46" inches below grade Observed depth to redoximorphie features: 38" inches below grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: I. Depth of naturally occurring pervious material in TP 19-10 Upper boundary: _ Lower boundary; Cer^ti acation certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct :valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in I0 CMR 15,017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance vith 310 CMR 15.017. Alexander F.Parker License#1848 ,tune 1998 ;valuator&license number Certification Date of Soil Evaluator 04/08/19 Date of soil testing 21 MCG##3454 - TP 19-11 DEEP OBSERVATION HOLE 505 Sutton Street North Andover Massachusetts Date: April 08,2019 Time: 14:00 Weather: Clear —45-50°F Northwest breeze Landscape:Upland Landform: Ground Moraine Position on landscape: Tread of terrace Slope aspect:Northerly Slope(%):-03-05% Slope complexity: Simpie Land Cover: Grass lawn Property fine: 10+feet Drainage way: 50+feet Drinking water well: 100+feet Abutting septic system: 50+feet Wetlands: 100+feet Public water supply reservoir: 400+feet Tributary to reservoir: 200'feet SOIL PROFILE ► TP 19-11 Depth below Soil Soil Texture Soil Color Redoxomorphic Consistence,grade,size,structure,grain size,soil moisture state, land surface Horizon/ (USDAINRCS) (Munsell) Features/ roots,horizon boundary,Blasts,stratification,artifacts,restrictive (inches) Layer ESHGWT features,etc. 1 OYR 2/1 2"asphalt layer;Human transported material;Anthropogenic �a„ „ n black layer;loose;structurless;mixed very fine to coarse grained C Sandy Loam/ mineral content in a sandy loam matrix;moist matrix; —10-15% HTM Loamy Sand 10YR 4/1 angular to subangular gravel and cobble content of mixed mix dark gray lithology;plastic,asphalt,concrete,brick,boulders and wood debris within matrix;few line to medium roots to 09";clear smooth boundary. Firm;strong-grade,thick-to-very thick subangular platy structure; 21" 45" L Sand 2.5Y 6/4 36" mixed very fine to medium grained mineral content;moist matrix; 2C Loamy �t alive well-graded,compact matrix;—15-20%scattered subangular gravelly &l (rn,2-3,p) gravel and- 10%scattered subangular cobble content of mixed brown 5YR 5/8 lithology;clasts tightly nested in matrix;observed seasonal high I OYR 7/1 groundwater table at 36",below which common strong red iron stains and greyish reduction spots in matrix;apparent water table observed at 00'; no bedrock contact. Low excavation difficulty with excavator Depth to bedrock; 2 45" Seasonal High Groundwater Table: 36" Apparent water: 22 MCG# 3454 11 TP 19-11 DEEP OBSERVATION HOLE I 505 Sutton Street North Andover. Massachusetts 3 DEPTH TO PHREATIC GROUNDWATER TABLE: Apparent water seeping from pit€ace: (below land surface) Depth to stabilized apparent water: (below land surface) Soil moisture state: Moist ESTIMATED SEASONAL HIGH GROUNDWATER TABLE: Depth of Estimated Seasonal High Groundwater Table: 36"(below land sarfacc) Kind: Iron concentrations, noncemented iron masses-coatings on sand grains Location: In 2C matrix surrounding reductionspots Shape: Irre u�plierical Hardness: Soft Boundary: Clear Abundance: Many Size:Medium& Coarse Contrast: Prominent Concentration color: SYR 5/8 red Reduction color: 1 OYR 7/1 liphuray Moisture state: Moist to saturated DETERMINATION OF HIGH GROUNDWATER ELEVATION Observed depth to stabilized phreatic water: inclies below grade Observed water weeping from side of deep hole: _ inches below grade Observed depth to redoximorphic features: 36" inches betow grade DEPTH OF NATURALLY OCCURRING PERVIOUS MATERIAL: Depth of naturally occurring pervious material in TP19-11 Upper boundary: Cower boundary: _ Certi ication I certify that 1 am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct -valuations and that the above analysis has been performed by me consistent with the required training,expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation,as indicated in the attached Soil Evaluation Form,are accurate and in accordance with 310 CMR 15.017. 4lexanderF, Parker License#1848 June 1998 Evaluator&license number Certification Date of soil Evaluator 04/08/19 Date of soil testing 23 MCG# 3454 APPENDIX H: ILLICIT DISCHARGE COMPLIANCE STATEMENT Illicit Discharge Compliance Statement I, Scott P. Cameron RE,, hereby notify the North Andover Planning Board that I have not witnessed, nor am aware of any existing illicit discharges at the site known as 505 Sutton Street in North Andover, Massachusetts. I also hereby certify that the development of said property as illustrated on the final plans entitled "Multifamily Site Development Plans in North Andover, Massachusetts, 505 Sutton Street," prepared by The Morin-Cameron Group, Inc. dated May 16, 2019 and as revised and approved by the North Andover Planning Board and maintenance thereof in accordance with the "Construction Period Pollution Prevention Plan" and "Long-Term Pollution Prevention Plan" prepared by The Morin-Cameron Group, Inc dated May 16, 2019 and as revised and approved by the North Andover Planning Board will not create any new illicit discharges. There is no warranty implied regarding future illicit discharges that may occur as a result of improper construction or maintenance of the stormwater management system or unforeseen accidents. Name: Scott P. Cameron P.E. Company: The Morin-Cameron Group, Inc. Title: Owner's Representative Signature: Date: APPENDIX 1: TSS REMOVAL CALCULATIONS THE MORIN-CAMERON GROUP, INC. Standard 4*Total .- .-. Solids Calculation for Infiltration System 1 (Pretreatment) 66 61m Street Danvers,MA01923 Dame: 505 Sutton Street Proj.No.: 3454 p 1978.777.8586 m 1781.520.9496 Location: 505 Sutton Street Date: 511612019 North Andover,MA Revised: County: Essex County Computed by: Annie Raftery Applicant: Sutton Street Redevelopment, LLC Checked by: Scott P,Cameron,P.E_ B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed C*D) Load D-E Deep Sump and Hooded Q2$Catch Basin 4.00 0.25 0.75 (Cf = QG 0.00 0.75 0.00 0.76 0 0.00 0.75 0.00 0.75 V R 0.00 0.75 0.00 0.75 H U 0.00 0.75 0.00IL 0.75 Total TSS Removal = 2S% "Equals remaining load from previous BMP(E) which enters the BMP Non-automated TSS Caltulalion Sheet must be used if Proprietary BMP Proposed t.From MassDEP Stormwater Handbook Vol.9 !class Dept ofEnvironmenta!Protection ............... .........._I... ......... L._... _....--- THE MORIN-CAMIERON GROUP,INC. Standard - Total 66 Elm Street Danvers,MA 01923 Name: 505 Sutton Street Proj.No.: 3454 p j 978.777.8586 m 1781.520.9496 Location: 505 Sutton Street Date: 5/1612019 North Andover,MA Revised: County: Essex County Computed by: Annie Raftery Applicant: Sutton Street Redevelopment,LLC Checked by: Scott P,Cameron,P,E. B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed C*D Load D-E eatment Proprietary Tr 0.95 1.00 0.96 0.05 Practice > O Subsurface Infiltration 0.80 0.05 0.04 0.01 -0 Structure 0 0.00 0.01 0.00 0.01 t� LCf 0.00 0.01 0.00 0.01 co U 0.00 0.01 0.00 0.01 Total TSS Removal = 99% Note:Subsurface Infiltration Structures are Concrete Galleys *Equals remaining load from previous BMP(E) which enters the BMP Nan-automated TSS Calculation Sheet must be used it Proprietary BMP Proposed 'L From MassDFP Stormwaler Handbook Vol.1 Mass.Dept of Environmental Protection THE MORIN-CAMERON GROUP, INC. Standard 4:Total SuspendedInfiltration 66 Elm Street Danvers,MA 01923 Name: 505 Sutton Street Proj,No.: 3W p 1978.777.8586 m 1781.520.9496 Location: 505 Sutton Street Date: 5/16/2019 [forth Andover,MA Revised: County: Essex County Computed by: Annie Raftery Applicant: Sutton Street Redevelopment,LLC Checked by: Scott P,Cameron, P.E. B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed (C*D) Load (D-E) Deep Sump and Hooded 0.25 1.00 0,2 0.75 Catch Basin C �� 0.00 0.75 0.00 0.75 cu 5 � 0.00 0.76 0.00 0.76 co CO) V IE 0.00 0.75 0.00 0.75 0.007 0.75 0.00 0.75 Total TSS Removal = 25% *Equals remaining load from previous BMP(E) which enters the BMP Non-automated TSS Calculation Sheet must be used it Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept ofEnvimnmental Protection THE MORIN-CAMERON GROUP,INC. Standard 4:Total Suspended Solids Calculation for Infiltration 66 Elm Street Danvers,MA 01923 Name. 505 Sutton Street Proj.No.: 3454 p 1978.777.8586 m 1781.520.9496 Location: 505 Sutton Street Date: 5/16/2019 North Andover,MA Revised: County: Essex County Computed by: Annie Raftery Applicant: Sutton Street Redevelopment,LLC Checked by: Scott P,Cameron,P.E. B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed C*D Load D-E Proprietary TreatmentF_ 0.93 1.00 0.93 0.07 Practice IF 0 0 Subsurface Infiltration 0.80 0.07 0.06 0.01 -„ Structure F ProprietaryPractice ce 0.87 0.01 0.01 0.00 co V 0.00 F 0.00 0.00 0.00 - - IF :::IF- 0.00 IF 0.00 0.0 10 0.00 Total TSS Removal = 100% Note.Subsurface Infiltration Structures are Concrete Galleys 'Equals remaining load from previous BMP(E) which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection THE MORIN-CAMIERON GROUP, INC. •. -:Total SuspendedaceDetention System 66 Elm Street Danvers,MA 01923 Name: 505 Sutton Street Prof.No.: 3454 p 1978.777.8586 m 1 781-520.9496 Location: 505 Sutton Street Date: 5/16/2019 North Andover,MA Revised: County: Essex County Computed by: Annie Raftery Applicant: Sutton Street Redevelopment,LLC Checked by: Scott P,Cameron,P.E B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed C*D Load (D-E _ Sediment ForebayF7 0.25F 1.00 0.25 0.75 C .0 Dry Detention Basin 0.Q0 0.75 0.00 0.75 EProprietary Treatment FPractice IE 0.87 0.75 0.66 0.10 f3 .. ... VO.OQ 0.10 0.00 0.10 ~ . . ........ 0.00 0.10 Q 00 0.10, ,.,.,.. Total TSS Removal = 90% "Equals remaining load from previous BMP(E) which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed t.From MassDEP Stormwater Handbook Vol.1 Mass Dept of Environmental Protection ................................................... -1\1\l/� �°� S'iti -�� ill�l[1'illCiti ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD 505 SUTTON STREET NORTH ANDOVER, MA Area 0.14 ac Unit Site Designation CDS-1 Weighted C 0.9 Rainfall Station# 67 t� 6 rein CDS Model 1515-3. CDS Treatment Capacity 1.0 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity, Volume inlhr Rainfall Volume cfs cfs Removal( ° 0.08 41.0% 41.0% 0.01 0.01 39.6 0.16 23.9% 64.9% 0.02 0.02 22.9 0.24 11.5% 76.5% 0.03 0.03 11.0 0.32 7.4% 83.9% 0.04 0.04 7.0 0.40 4.4% 88.3% 0.05 0.05 4.2 0.48 2.9% 91.2% 0.06 0,06 2.7 0.56 1.8% 93.00/0 0.07 0.07 1.6 0.64 1.2% 94.2% 0.08 0.08 1.1 0.72 1.6% 95.8% 0.09 0.09 1.4 0.80 0.8% 96.6% 0.10 0.10 0.7 1.00 0.6% 97.1% 0.13 0.13 0.5 1.40 1.4% 98.6% 0.18 0.18 1.2 1.80 0.9% 99.5% 0.23 0.23 0.7 2.20 0.6% 100.0% 0.29 0.29 0.4 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0,0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 95.1 Removal Efficiency Adjustment2= 0.0% Predicted %Annual Rainfall Treated 100.0% Predicted Net Annual Load Removal Efficiency= 96.1% 1 - Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 2- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. ®®� `H" llitiltii�'; ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD 505 SUTTON STREET NORTH ANDOVER, MA Area 1.50 ac Unit Site Designation CDS-2 Weighted C 0.9 Rainfall Station# 67 t° '10 min CDS Model 2020-5 CDS Treatment Capacity 2.2 cfs Rainfall intensity Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental - ' Jn/hEL Volume Rainfall Volume cfs Wf-sl Removal 0.08 41.0% 41.0% 0.11 0.11 38.5 0.16 23.9% 64.9% 0.22 0.22 21.6 0.24 11.6% 76.5% 0.32 0,32 10.1 0,32 7.4% 83.9% 0.43 0.43 6.2 0.40 4.4% 88.3% 0.54 0.54 3.6 0.48 2.9% 91.2% 0.65 0.65 2.2 0.56 1.8% 93.0% 0.75 0.75 1.3 0.64 1.2% 94.2% 0.86 0.86 0.8 0.72 1.6% 95.8% 0.97 0.97 1.1 0.80 0.8% 96.6% 1.08 1.08 0.5 1.00 0.6% 97.1% 1.35 1.35 0.3 1.40 1.4% 98.6% 1,88 1.88 0.6 1.80 0,9% 99.5% 2.42 2.20 0.2 2,20 0.5% 100.0% 2.96 2.20 0,1 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 n.0°�° 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0,00 0.00 0.0 87.2 Removal Efficiency Adjustment= 0.0% Predicted %Annual Rainfall Treated = 99.8% Predicted Net Annual Load Removal Efficiency = 87.2% 1 -Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. N T b C H ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD 606 SUTTON STREET NORTH ANDOVER, MA Area 0.26 ac Unit Site Designation CDS-3 Weighted C 0.9 Rainfall Station# 67 t. 6 min CDS Model 1616-3 CDS Treatment Capacity 1.0 cfs Rainfall percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity' Volume Rainfall Volume cfs kf-sl Removal (%} infhr 0.08 41.0% 41.0% 0.02 0.02 39.4 0.16 23.9% 64.9% 0.04 0.04 22.6 0.24 11.5% 76.5% 0.06 0.06 10.8 0.32 7.4% 83.9% 0.07 0.07 6.8 0.40 4.4% 88.3% 0.09 0.09 4.0 0.48 2.9% 91.2% 0.11 0.11 2.6 0.56 1.8% 93.0% 0.13 0.13 1.6 0.64 1.2% 94.2% 0.15 0.15 1.0 0.72 1.6% 95.8% 0.17 0.17 1.4 0.80 0.8% 96.6% 0.19 0.19 0.7 1.00 0.6% 97.1%° 0.23 0.23 0.5 1.40 1.4% 98.6% 0.32 0.32 1.1 1.80 0.9% 99.5% 0.42 0.42 0.6 2.20 0.5% 100.0% 0.51 0.51 0.3 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0.00 0.0 0.00 0.0% 100.0% 0.00 0,00 0.0 0.00 0.0% 100.0%fl 0.00 0.00 0.0 93.4 Removal Efficiency Adjustment2= 0.0% Predicted %Annual Rainfall Treated = 100.0% Predicted Net Annual Load Removal Efficiency= 93.4% 1 - Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 2- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.