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2016/05/27 - Notice of Intent (NOI) - 384 Osgood Street
r APPLICATION CHECKLI Z)I Notice o � n n (NOV General Re it s Wetland Protection ftlaw,, Please check the following bones indicating that you:have read&now understand the applicable rule and/or reg ate n.- `ect on 178.2(page 2)- is section identifies the To ''s wedand resource areas. ReSection .78A(page 3)-This section pertains to permit application types. (Note:All applications shy be accepted as complete before all permits,variances,and approvals required y the Bylaws of the Town with respect to the proposed activity,at the time of such Notice,have been applied for or obtained")* 1.90 Amw WSection 178.5(page --This section pertains to pubic hea ` ,,s d the burden,of proof placed on an a p icantV go Section 178.8(page 7)-This section pertains to responsibility for compliance. General Re a is-Wetland Protection RWIations, QO Section 1.0. page section on pertains to general provisions Two 2 copies of the Notice of Intent N I)application,plans and appurtenant data and,an e4ectrowc copy. Mist be delivered by hand,or by certified mail,and received by the NACC office at least nine 9 business days prier to the scheduled hearing. NeA copy of the complete NOI application cl d* g all attachments and plans has been mai led by certified :ail or hand deliveryto DEP at the North East Regional Office. SOf01 ist of Abutters within 301Ycif the parcel(s)where work is proposed as certified by the Town Assessor's Office. NOTE: n-ds certified s hall.not be .. .ore than days Bald at the time of ' n— SeNotification made to abutters y certified ail/certificates of mailing not less than seven 7)calendar days prior to the public hearing and proof of mailine d at that haear' the form of"'white sH s"or s ��led.'�M cards." V#Notification of public hearing made m-he Lawrence EaLde Tri une at the applicant's expense not less than sever. 7 calendar d.ar days pri or to the public hearing. Conservation Department staff wiR prepare the propnate legal notice,however submission and payment t to the Tribune is the applicant's responsibility. "N r h Andover Riverfront Maps'(Appendix armed to determine if activity or resource area i's located gill.-the designated 200-foot p verf ont Area. The most recent"Estimated Habitat of Rare Wetlands Wildlife Map&Certified Vernal Pools"map 12 ,10 uoushed by NHESP has been reviewed. state Fil Fee sent t the EP Lock Box. Town portion of state fin .fee and the local Wetland raw fee ,e1as been included with fl-ds application(Section 1.4). 8 / "x 11"copy of the portion of the USGS topographic:map depicting the pr 01Ject location has been included with this application. lk tA A jr t JoDdT , V0#A written narrative description of 1he proposed project and potential impacts to all wetland resource areas has been included. 0 A description of observed valuable and/or unti ue wildlife habitat characteristics has been included. Where applicable,a' ldli a Habitat Evaluation� dorm.+ a qualiffied Wetland`W dlifeBiologistL-1 has beery.included Section 6.2). VAII resource area flags and asso ated numbering are present and easily readable M* the f ield as of the date of this application. VAi e r. ► ver Request For ppeod.i D,if applicable.Alternatives Analysis(Section .o),if applicable. for nwater MangSggent Re uireme s Sermon : e project is m.compliance with the"Ten(10)NowAndover/State for a erStandards.**,,' VeT11 "DES`Stormwater Management Form" has been submitted with the Notice of Intent and s wed/stamped accordingly(Appendix H)- flHydrolog c 'hydraulic calculations showing the full flow capacity and velocity of all water courses,open and only sometimes dosed channels,,and storm drains flowing into,on and out of the parcel,includig engineer .g calculations for compensatory flood storage areas have been ind. (Refer to Section 7.0). Erosion&Sedimentadon Control Rgquirements LSection OF Narrative erosion control plate and/or report provided for any proposed alteration of wetland resource ,including, the bier zone, So Construction �.. rl���sequence provided for any cork� a wetland resource area including specifications for temporary and permanent ground-co rer. VeA title that l .dnd.es the name of the project,location and names of the persons preparng the draw*gs the date prepared including any revision dates. SOO Drawings must a sped.and signed b a Reg* tered rofesssonal civil Engineer of the cornmor�wea �. &/or Registered Professional Land Surveyor of the connnonweal.t.(�*Wchever Is applicable). All exists ! co xtio laps sna 11 p mclu.de,at a m : u ,the following information All wetland resource areas wiffiin too'of the proposed work and wifin 2OW of Riverfront Area, ,,�,� . « ,� +fir - .delineated v a. r�e��!'si .�.��.wetland scientist not more �� from the a Lh e wetland bou d rie do a a a ent to t property r er r -- � ed re s t y baye onhore than ore a t de ineatior. The boundaries have been r ie r°ed by the Conservation ommission Administrator to be a good representation of the wetlands border. VAII roe boundaries a stl r� lot des and abutters from..most recent information available at tne property � g Assessor`s Office. Effective 3-25-201 2 fig,. '"Watershed Protection District boundaries",surface water supplies, wells,and septic systems within 100� of roposed work. SO sin contours at not less than V intervals and datum source. VAll existing natural and man-made features including tree lines,rock outcrops,stone walls,fence lines,cart r ads,foot paths,overhead and underground.utilities and drainage structures. WOU M, vations of all natal and mars.-made drainage structures,waterways,and wetlands. s. 1000-year flood elevations of all natural and/orman-made waterways and water dies as determined by FEMA or engmeering calculations. Subdivision plans shalt be submitted at an.appropriate scale to accurately depict existing and proposed pp conditions typX`=40' .individual parcels of land within the Subdivision and under the Wetlands Protection,Act and North Andover bylaw shall be submitted at an appropriate scale(typ.I"=20'). All de e o ed conat tion plan,s shall include,at a.minimum,the following information(p.2 ): 90 Location of proposed work including project access. 4##AA111 proposed -made features including roads,driveways,parking areas,structures,buildi s, overhead and underground utilities. 0 Subsurface sewage disposal systems. proposed grading and changes in elevation depicted with T contours:and spot grades. N00A01U surface and subsurface dr ` age structures including the location,cross section,slope and surface treatment of all drainage channels. No!!e inverts,slope,pipe materials,catch basins,manholes,and end treatment of all storm drains discharging within Iff of any wetland resource area. Potation and detail of all temporary erosion control devices,diversions,terraces,silt fences,fray bales barriers,sedimentation basins,and soil stockpile locations on the project site. Location and nature of all proposed alterations to wetland resource areas. Date. Sign ature of Applicant or A l icant's Re resen.tat ve ( "`OWW USE ONLY) COMPLETE APPLICATION-It appears as though your application meets� it um submittal requirements,as such,a.public bearing will,be scheduled before the N ,CC within 21 days upon receipt of this application. IN M- LETE APPLICATION..The followin.g sections of the Wetland protection B law Scl or Regulations have not been complied with and as a result this Department i's rejecting this ncc�r ply:e p..canon�w/in two(2)business days fron�r..the date of receipt Section 178.4 North.Andover Wetland. Protection Bylaw). You may pick up this application and supporting plans at the Conservation office and re-fie a complete Notice of:intent. Wetland B lam -Section(aLl Wetland Regglations,-Secti s mature of Agent» Nate,- ectiveEff 3-25-201 3 100 TradeCenter, Suite G700 LINDEN Engineering Woburn MAo,eo, Tel:(781)933-3711 Fax: (781)287-1277 Partners, LLC Email:lep@lindeneng.com MGL CHAPTER 131 , SECTION 40 NOTICE OF INTENT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA May 27, 2016 APPLICANT: TOWN OF NORTH ANDOVER, MA C/O MR. RAY SANTILLI, ASSISTANT TOWN MANAGER 120 MAIN STREET NORTH ANDOVER, MA 01845 Prepared by: LINDEN ENGINEERING PARTNERS, LLC 100 TradeCenter, Suite G700 Woburn, MA 01801 Civil—Environmental Engineering including Storm water,Wastewater,Water Supply,Highway&Infrastructure Design Land Planning, Land Subdivision,Site Design,Environmental Permitting,Wetlands Permitting&Land Development Permitting MGL CHAPTER 131, SECTION 40, NOTICE OF INTENT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA May 27, 2016 TABLE OF CONTENTS WPA Form 3 —Notice of Intent & Fee Transmittal Form o WPA Form 3 and Wetland Fee Transmittal Form o Project Narrative, Wetlands Delineation Description, Request for Waivers from the local Wetlands Ordinance, Riverfront Analysis o List of Waivers o List of Plans & Documents USGS Locus Maps Aerial Photograph Stormwater Report Plans WPA FORM 3 NOTICE OF INTENT & N01 FEE TRANSMITTAL FORM Project Narrative, Wetlands Delineation Description, Request for Waivers from the local Wetlands Ordinance, Riverfront Analysis, List of Waivers, List of Plans & Documents Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town Important: A. General Information When filling out forms on the computer, use 1. Project Location (Note: electronic filers will click on button to locate project site): only the tab key to move your 384 Osgood Street North Andover 018454-2909 cursor-do not a.Street Address b.City/Town c.Zip Code use the return key. Latitude and Longitude: 42.69605 71.11566 g d. Latitude e.Longitude Map 094.0 Lot 2 f.Assessors Map/Plat Number g. Parcel/Lot Number 2. Applicant: Ray Santilli a. First Name b. Last Name Note: Town of North Andover, MA Before c.Organization completing this 120 Main Street form consult your local d.Street Address Conservation North Andover MA 01845 Commission e.City/Town f.State g.Zip Code regarding any 978 688-9510 978 688-9556 rsantilli@northandoverma.gov municipal bylaw or ordinance. h. Phone Number i. Fax Number j. Email Address 3. Property owner(required if different from applicant): ❑ Check if more than one owner a. First Name b. Last Name c.Organization d.Street Address e.City/Town f.State g.Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): a. First Name b. Last Name c.Company d.Street Address e.City/Town f.State g.Zip Code h. Phone Number i. Fax Number j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): FEE EXEMPT FEE EXEMPT FEE EXEMPT a.Total Fee Paid b.State Fee Paid c.City/Town Fee Paid wpaform3.doc•rev.3/10/2016 Page 1 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town A. General Information (continued) 6. General Project Description: Construction of a two story addition to the existing building along with reconfiguration of parking, utility work and drainage improvements. A Bid Alternate consists of the replacement of the existing salt shed along with reconfiguration of pavement areas and drainage improvements. 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) 1. ❑ Single Family Home 2. ❑ Residential Subdivision 3. ❑ Commercial/Industrial 4. ❑ Dock/Pier 5. ❑ Utilities 6. El Coastal engineering Structure 7. ❑ Agriculture (e.g., cranberries, forestry) 8. ❑ Transportation 9. ® Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project (including Ecological Restoration Limited Project)subject to 310 CMR 10.24 (coastal) or 310 CMR 10.53 (inland)? 1. El Yes H No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) 2.Limited Project Type If the proposed activity is eligible to be treated as an Ecological Restoration Limited Project(310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Certification. 8. Property recorded at the Registry of Deeds for: Essex County- Northern Registry District a.County b.Certificate#(if registered land) 1116 264 c.Book d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. ❑ Buffer Zone Only—Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. ® Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc•rev.3/10/2016 Page 2 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town B. Buffer Zone & Resource Area Impacts (temporary& permanent) (cont'd) Resource Area Size of Proposed Alteration Proposed Replacement(if any) a. ® Bank 9±(temporary) 9± (Restored in place) 1.linear feet 2. linear feet For all projects affecting other b. ® Bordering Vegetated 63±(temporary) 63±(Restored in place) Resource Areas, Wetland 1.square feet 2.square feet please attach a narrative c. ❑ Land Under 1.square feet 2.square feet explaining how Waterbodies and the resource area was Waterways 3.cubic yards dredged delineated. Resource Area Size of Proposed Alteration Proposed Replacement(if any) d. ❑ Bordering Land Subject to Flooding 1.square feet 2.square feet 3.cubic feet of flood storage lost 4.cubic feet replaced e. ❑ Isolated Land Subject to Flooding 1.square feet 2.cubic feet of flood storage lost 3.cubic feet replaced f. ® Riverfront Area Cochichewick Brook 1. Name of Waterway(if available) -specify coastal or inland 2. Width of Riverfront Area (check one): ❑ 25 ft. - Designated Densely Developed Areas only El 100 ft. - New agricultural projects only ® 200 ft. -All other projects 3. Total area of Riverfront Area on the site of the roject: 156,380 proposed p square feet 4. Proposed alteration of the Riverfront Area: 78463(all but 103 s.f. prev altered) 53,254(all but103 sf prev altered) 25,209 all prev. altered a.total square feet b.square feet within 100 ft. c.square feet between 100 ft.and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? E Yes❑ No 6. Was the lot where the activity is proposed created prior to August 1, 1996? ® Yes[:] No 3. ❑ Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc•rev.3/10/2016 Page 3 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont'd) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your Resource Area Size of Proposed Alteration Proposed Replacement(if any) document transaction a. ❑ Designated Port Areas Indicate size under Land Under the Ocean, below number (provided on your receipt page) b. ❑ Land Under the Ocean 1.square feet with all supplementary information you 2.cubic yards dredged submit to the Department. c. ❑ Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. ❑ Coastal Beaches 1.square feet 2.cubic yards beach nourishment e. ❑ Coastal Dunes 1.square feet 2.cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement(if any) f. ❑ Coastal Banks 1.linear feet g. ❑ Rocky Intertidal Shores 1.square feet h. ❑ Salt Marshes 1.square feet 2.sq ft restoration,rehab.,creation i. ❑ Land Under Salt Ponds 1.square feet 2.cubic yards dredged j. ❑ Land Containing Shellfish 1.square feet k. ❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1.cubic yards dredged I. ❑ Land Subject to Coastal Storm Flowage 1.square feet 4. ❑ Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a.square feet of BVW b.square feet of Salt Marsh 5. ❑ Project Involves Stream Crossings a.number of new stream crossings b.number of replacement stream crossings wpaform3.doc•rev.3/10/2016 Page 4 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town C. Other Applicable Standards and Requirements F-1 This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Notice of Intent— Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI EST HAB/viewer.htm. a. El Yes ® No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 2008 Online 1 Rabbit Hill Road b. Date of map Westborough, MA 01581 If yes, the project is also subject to Massachusetts Endangered Species Act(MESA) review(321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NO1, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review(unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review* 1. ❑ Percentage/acreage of property to be altered: (a)within wetland Resource Area percentage/acreage (b)outside Resource Area percentage/acreage 2. ❑ Assessor's Map or right-of-way plan of site 2. ❑ Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work** (a)❑ Project description (including description of impacts outside of wetland resource area & buffer zone) (b) ❑ Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review(see http://www.mass.gov/eea/agencies/dfq/dfw/natural-heritage/regulatory-review/). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. ** MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc•rev.3/10/2016 Page 5 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town C. Other Applicable Standards and Requirements (cont'd) (c)❑ MESA filing fee (fee information available at http://www.mass.qov/dfwele/dfw/nhesp/reguIatory review/mesa/mesa fee schedule.htm). Make check payable to "Commonwealth of Massachusetts- NHESP" and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d)❑ Vegetation cover type map of site (e)❑ Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. ❑ Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, http://www.mass.gov/dfwele/dfw/nhesp/regulatory review/mesa/mesa exemptions.htm; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. ❑ Separate MESA review ongoing. a. NHESP Tracking# b. Date submitted to NHESP 3. ❑ Separate MESA review completed. Include copy of NHESP "no Take" determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. ❑ Not applicable— project is in inland resource area only b. [:] Yes ❑ No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore-Cohasset to Rhode Island border, and North Shore- Hull to New Hampshire border: the Cape&Islands: Division of Marine Fisheries- Division of Marine Fisheries- Southeast Marine Fisheries Station North Shore Office Attn: Environmental Reviewer Attn: Environmental Reviewer 1213 Purchase Street—3rd Floor 30 Emerson Avenue New Bedford, MA 02740-6694 Gloucester, MA 01930 Email: DMF.EnvReview-South(a�state.ma.us Email: DMF.EnvReview-North(a�state.ma.us Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP's Boston Office. For coastal towns in the Southeast Region, please contact MassDEP's Southeast Regional Office. wpaform3.doc•rev.3/10/2016 Page 6 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town C. Other Applicable Standards and Requirements (cont'd) 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? Online Users: a. [:] Yes ® No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Include your Website for ACEC locations). Note: electronic filers click on Website. document transaction b.ACEC number (provided on your 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water receipt page) (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? with all supplementary a. [:1 Yes ® No information you submit to the 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Department. Restriction Act (M.G.L. c. 131, §40A)or the Coastal Wetlands Restriction Act(M.G.L. c. 130, § 105)? a. El Yes Z No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Z Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q)and check if: 1. ❑ Applying for Low Impact Development(LID)site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. Z A portion of the site constitutes redevelopment 3. Z Proprietary BMPs are included in the Stormwater Management System. b. ❑ No. Check why the project is exempt: 1. ❑ Single-family house 2. ❑ Emergency road repair 3. ❑ Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project)with no discharge to Critical Areas. D. Additional Information ❑ This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent— Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number(provided on your receipt page)for any of the following information you submit to the Department. 1. Z USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Z Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc•rev.3/10/2016 Page 7 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town D. Additional Information (cont'd) 3. ® Identify the method for BVW and other resource area boundary delineations (MassDEP BVW Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. ® List the titles and dates for all plans and other materials submitted with this NOI. See Attached List a. Plan Title ee Attached List ee Attached List b. Prepared By c.Signed and Stamped by ee Attached List ee Attached List d. Final Revision Date e.Scale ee Attached List ee Attached List f.Additional Plan or Document Title g.Date 5. ❑ If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. ❑ Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. ❑ Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. ® Attach NOI Wetland Fee Transmittal Form 9. ® Attach Stormwater Report, if needed. E. Fees 1. ® Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form)to confirm fee payment: 2. Municipal Check Number 3.Check date 4.State Check Number 5.Check date 6. Payor name on check: First Name 7. Payor name on check: Last Name wpaform3.doc•rev.3/10/2016 Page 8 of 9 Provided by MassDEP: Massachusetts Department of Environmental Protection �� ...A Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent u Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town F. Signatures and Submittal Requirements hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). further certify under penalties of perjury that all abutters were notified of this application, pursuant to the requirements of M.G.L. c. 131, §40. Notice must be made by Certificate of Mailing or in writing by hand delivery or certified mail (return receipt requested)to all abutters within 100 feet of the property line of the project location. 1.Signature of Applicant 2. Date 3.Signature of Property Owner(if different) 4. Date 5.Signature of Representative(if any) 6. Date For Conservation Commission: Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents, two copies of the NOI Wetland Fee Transmittal Form, and the city/town fee payment, to the Conservation Commission by certified mail or hand delivery. For MassDEP: One copy of the completed Notice of Intent (Form 3), including supporting plans and documents, one copy of the NOI Wetland Fee Transmittal Form, and a copy of the state fee payment to the MassDEP Regional Office (see Instructions) by certified mail or hand delivery. Other: If the applicant has checked the "yes" box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent. wpaform3.doc•rev.3/10/2016 Page 9 of 9 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands ryu v Mw..ww N01 Wetland Fee Transmittal Form n, Massachusetts Wetlands Protection Act M.G.L. c. 131 §40 Important:When A. Applicant Information filling out forms on the computer, 1. Location of Project: use only the tab key to move your 384 Osgood Street North Andover cursor-do not a.Street Address b.City/Town use the return key. FEE EXEMPT FEE EXEMPT c.Check number d. Fee amount 2. Applicant Mailing Address: Ray Santilli . a. First Name b. Last Name Town of North Andover, MA c.Organization 120 Main Street d. Mailing Address North Andover MA 01845 e.City/Town f.State g.Zip Code 978 688-9510 978 688-9556 rantilli@northandoverma.gov h. Phone Number i. Fax Number j. Email Address 3. Property Owner(if different): a. First Name b. Last Name c.Organization d. Mailing Address e.City/Town f.State g.Zip Code h. Phone Number i. Fax Number j. Email Address To calculate B. Fees filing fees, refer to the category fee list and Fee should be calculated using the following process &worksheet. Please see Instructions before examples in the filling out worksheet. instructions for filling out WPA Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and buffer zone. Form 3(Notice of Intent). Step 2/Number of Activities: Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities(identified in Step 2)times the fee per category (identified in Step 3)to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract$12.50. To calculate the city/town share of the fee, divide the total fee in half and add $12.50. noifeetf.doc•Wetland Fee Transmittal Form•rev.10/11 Page 1 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands ryu v Mw..ww N01 Wetland Fee Transmittal Form n, Massachusetts Wetlands Protection Act M.G.L. c. 131 §40 B. Fees (continued) Step 1/Type of Activity Step 2/Number Step Step 4/Subtotal Activity of Activities 3/Individual Fee Activity Fee FEE EXEMPT FEE EXEMPT Step 5/Total Project Fee: Step 6/Fee Payments: Total Project Fee: FEE EXEMPT a.Total Fee from Step 5 State share of filingFee: FEE EXEMPT b. 1/2 Total Fee less$12.50 City/Town share of filling Fee: FEE EXEMPT 9 c. 1/2 Total Fee plus$12.50 C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston, MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and the city/town fee payment. To MassDEP Regional Office(see Instructions): Send a copy of the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and a copy of the state fee payment. (E-filers of Notices of Intent may submit these electronically.) noifeetf.doc•Wetland Fee Transmittal Form•rev.10/11 Page 2 of 2 SUPPLEMENTAL INFORMATION TO ACCOMPANY THE NOTICE OF INTENT FOR THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA PROJECT NA RRA TI VE: The proposed project consists of the redevelopment of the front portion of the North Andover DPW property at 384 Osgood for the construction of a two story addition to the existing building along with reconfiguration of parking, utility work on site, utility work in Osgood Street and utility work in Wayne Street as well as drainage improvements to area at the front of the existing DPW building. A Bid Alternate consists of the replacement of the existing salt shed located at the rear of the site along with reconfiguration of pavement areas on site and in Wayne Street and drainage improvements to the area at the rear of the existing DPW building. The base bid work at the front of the site will not alter any wetland resource areas (other than Riverfront which is addressed separately below). Work for the installation of a stone riprap apron for the new drainage outlet pipe in the existing headwall will be performed in close proximity to the wetland and virtually all of the work is within the 100 foot wetlands buffer zone. All of the areas disturbed by the work will be stabilized by the building addition, pavements, walkways or vegetation in accordance with the landscaping plan. The area of the riprap will be stabilized by the riprap and over time the vegetation will re-establish through the stone. The bid alternate work at the rear of the site will alter a small area of Bank and Bordering Vegetated Wetland (and Riverfront which is addressed separately below). The Bank and BVW disturbance is for the installation of a drainage outlet pipe and a stone riprap apron, This work will alter approximately 40 s.f. (9 I.f.) of bank and approximately 63 s.f. of Bordering Vegetated wetland for the installation of a new drainage outlet pipe. This disturbance will be temporary. The area will be stabilized by the riprap and by seeding and over time the vegetation will re-establish through the stone. Other than the drain pipe work, the remaining work is in close proximity to the wetland and is within the 100 foot wetlands buffer zone. All of the areas disturbed by the work will be stabilized by the new building, pavements or vegetation in accordance with the landscaping plan. WETLAND RESOURCE AREA DELINEATION: The wetland boundaries on and adjacent to the property were re-established recently based on more than one past delineation. The boundaries have been reviewed by the Conservation Commission Administrator to be a good representation of the wetlands border. RI VERFRONT ANALYSIS: All of the work proposed for the base bid work is within the Riverfront Area as defined by the WPA Regulations. The site is directly bordered on the northeast by Cochichewick Brook. All of the DPW 1 SUPPLEMENTAL INFORMATION TO ACCOMPANY THE NOTICE OF INTENT FOR THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA site beyond the limits of the flagged wetland constitutes previously disturbed Riverfront, The DPW site contains developed lawns, parking areas, paved vehicle storage and maneuvering areas and paved and unpaved material storage areas. The site is occupied by the existing DPW building and the existing salt storage building. We believe that the provisions of 310 CMR 10.58 (5) apply to this project. The Regulation states that "Notwithstanding the provisions of 310 CMR 10.58(4)(c) and (d), the issuing authority may allow work to redevelop a previously developed riverfront area, provided the proposed work improves existing conditions. Redevelopment means replacement, rehabilitation or expansion of existing structures, improvement of existing roads, or reuse of degraded or previously developed areas. A previously developed riverfront area contains areas degraded prior to August 7, 1996 by impervious surfaces from existing structures or pavement, absence of topsoil,junkyards, or abandoned dumping grounds." That is the essence of both the base bid and the bid alternate work proposed for this project. The Regulation further states that, "Work to redevelop previously developed riverfront areas shall conform to the following criteria: (a) At a minimum, proposed work shall result in an improvement over existing conditions of the capacity of the riverfront area to protect the interests identified in M.G.L. c. 131 § 40." Through the reconfiguration of the impervious areas on the site and the landscaping of the disturbed areas the project meets this requirement. The Regulation further states. "(b) Stormwater management is provided according to standards established by the Department." Which the project does as provided by the Redevelopment requirements of the Stormwater Management Regulations. The Regulation further states, "(c) Within 200 foot riverfront areas, proposed work shall not be located closer to the river than existing conditions or 100 feet, whichever is less, or not closer than existing conditions". The proposed work is not located closer to the River than existing conditions. The Regulation also states that, "(d) Proposed work, including expansion of existing structures, shall be located outside the riverfront area or toward the riverfront area boundary and away from the river, except in accordance with 310 CMR 10.58(5)(f) or (g)." The proposed building addition which is part of the base bid work is located further away from the River that the existing DPW building. The proposed bid alternate work for the salt storage building is located slightly closer to the River than the existing salt storage building but is further away from the river that the existing DPW building and is located on previously disturbed Riverfront area so no mitigating restoration is required. In developing the proposed base bid project and the bid alternate project, every effort has been made to relocate existing site improvements and propose new site improvements away from the River and the BVW. Given that the existing DPW is located at the site and the site is wholly within the 2 SUPPLEMENTAL INFORMATION TO ACCOMPANY THE NOTICE OF INTENT FOR THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA Riverfront Area, work must take place in the Riverfront. The completed site as proposed will represent an improvement in water quality and the quality of the Riverfront Area. WAIVER REQUESTS: A portion of the work is proposed within the 25 foot "No Disturb" Zone as defined by the Town of North Andover Wetlands Bylaw and Regulations. The work proposed in the 25 foot Zone for the base bid project is as follows: • Removal of portions of the existing paved parking area; • Relocation of existing boulders and snow storage signs; • Replacement of existing gas main and gas meter on concrete pad; • Regrading and revegetation of open areas; • Install new Stormwater Treatment Unit (in existing parking area), new drainage pipe to headwall and new riprap apron; • Install a new drainage pipe from a new catch basin in the driveway near Osgood Street to the existing drain manhole; • Installation of a portion of the new water main in Wayne Street in the existing paved surface; • Replacement of a portion of the existing sidewalk in Osgood Street; • Regrading, installation of curbing and repaving of a portion of the existing parking area. The work proposed in the 25 foot Zone for the bid alternate project is as follows: • Removal of portions of the existing paved parking area; • Regrading and revegetation of open areas; • Install new drainage pipe to and new riprap apron (partially in a previously undisturbed area); • Regrading, installation of curbing and repaving of a portion of the existing parking area • Relocation of existing Jersey Barriers and construction of a concrete block wall to assist in limiting migration of stockpiled materials. With the exception of the installation of the drainage outlet pipe and the stone riprap apron under the bid alternate, the portions of the site where the above work will occur were previously disturbed when the original DPW Building and site improvements were constructed. A portion of the work is proposed within the 50 foot "No Build" Zone as defined by the Town of North Andover Wetlands Bylaw and Regulations. The work proposed in the 50 foot Zone for the base bid project is as follows: 3 SUPPLEMENTAL INFORMATION TO ACCOMPANY THE NOTICE OF INTENT FOR THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA • Removal of portions of the existing paved parking area; • Install new catch basins and drainage pipes and a new gas service pipe; • Install new water main in Wayne Street and water, fire protection and sewer connections to utilities in Wayne Street; • Regrading, installation of curbing and repaving of a portion of the existing parking area on Wayne Street and at the front of the building; • Installation of a small area of new pavement for the parking area as well as walkways and bollards near Wayne Street. The work proposed in the 50 foot Zone for the bid alternate project is as follows: • Removal of portions of the existing paved parking area; • Regrading and revegetation of open areas; • Install new catch basins, Stormwater Treatment Unit and drainage pipes; • Regrading, installation of curbing and repaving of a portion of the existing parking area • Installation of a small area of new pavement for the parking area; • Removal of the existing concrete block wall and gravel ramp; • Installation of new gravel surfacing; All of the portions of the site where the above work will occur were previously disturbed when the original DPW Building and site improvements were constructed. ABUTTER NOTIFICATIONS: Notification will be provided by the Applicant to all abutters in accordance with the requirements of the Massachusetts Wetlands Protection Act and the Town of North Andover Wetlands Bylaw. Copies of the notice to abutters and evidence of the notification will be provided to the Conservation Commission at the public hearing. X:\Linden Engineering\Projects\North Andover MA-CSS Architects-NADPW Administration Building-LEP JOB#16020\Permits\NOI\NADPW NOI Project Narrative.doc 4 NORTH ANDOVER CONSERVATION COMMISSION WAIVER REQUEST FORM All projects submitted for review to the Conservation Commission should comply with the North Andover Wetlands Regulations as well as the State Regulations (310 CMR 10.00). If you cannot comply with any portion of the North Andover Wetlands Regulations you should file this Waiver Request identifying any areas where your proposed project is not in full compliance. Project: Improvements to the Public Works Building Applicant: Town of North Andover Applicants 120 Main Street Address: North Andover, MA 0 1845 Phone: 978 688-9510 I hereby request a Waiver from Section(s) North Andover Wetland Protection Regulations Sections 5.1 - No Disturb Zones & 5.2 No Build Zones of the North Andover Wetlands Regulations. The reason(s) for this Waiver Request are described below: A description of the work is the 25 ft. No Disturb Zone and the 50 ft. No Build Zone is provided on a separate sheet. The work is necessary to accommodate improvements to the facility including a building addition, replacement of the salt storage building, removal of pavement and relocation of the improvements further away from the wetlands to improve the Riverfront and wetlands buffer and water quality. Signature of Applicant Date 100 TradeCenter, Suite G700 Engineering Woburn, MA01801 Ll N D Tel: (781)933-3711 Fax: (781)287-1277 Partners LLC Email:lep@lindeneng.com E N List of Plans & Documents Accompanying the Notice of Intent for the Town of North Andover Department of Public Works, Improvements to the Public Works Building 384 Osgood Street, North Andover, MA May 27, 2016 DOCUMENT DESCRIPTION NUMBER A WPA Form 3 — Notice of Intent & Fee Transmittal Form Project Narrative, Wetlands Delineation Description, Riverfront Analysis, Waiver Requests B from the local Wetlands Ordinance and Abutter Notification C List of Waivers D List of Plans & Documents E USGS Locus Maps, 1"=1000' and 1"=500' F Aerial Photograph Stormwater Report by Linden Engineering Partners, LLC, Woburn, MA, dated May 27, G 2016 signed and stamped by Richard G. Cutts, P.E., Massachusetts Registered Professional Engineer#29034 Plan of Land Located in North Andover, MA, Prepared for Town of North Andover, scale 1"=40;, dated May 22, 2012 by Christansen & Sergi, Inc., Haverhill, MA, signed and sealed by Michael J. Sergi, Massachusetts Registered Professional Land Surveyor No. 33191; Site Plan, Town of North Andover Department of Public Works, DPW Facility, 384 Osgood Street, North Andover, MA, scale 1"=40', last revised 4/26/2016 by Woodard & Curran, Andover, MA, sealed by Kenneth Wayne Carlson, Massachusetts Registered Professional Engineer No. 37235 Plans entitled, "IMPROVEMENTS TO THE PUBLIC WORKS BUILDING, NORTH H ANDOVER, MA", Sheet C-1, Overall Site Plan & Sheet Index, scale 1"=40', Sheets C-2A PLANS & B, Site Demolition, Preparation and Erosion Control Plan, scale 1"=20% Sheets C-3A & B, Site Layout and Materials Plan, scale 1"=20', Sheets C-4A & B, Site Grading Plan, scale 1"=20;, Sheets C-5A & B, Site Utility Plan, scale 1"=20', Sheets C-6A, B, C & D, Site Construction Details, scale NONE. All plans are by Linden Engineering Partners, LLC, Woburn, MA, dated May 27, 2016 and are signed and stamped by Richard G. Cutts, P.E., Massachusetts Registered Professional Engineer#29034. Plan entitled, "IMPROVEMENTS TO THE PUBLIC WORKS BUILDING, NORTH ANDOVER, MA", Sheet 1-1.1, Landscaping Plan, scales 1"=40' and 1/16"=1'0", by Dale Design, Landscape Architects, Winchester, MA, dated May 6, 2016, signed and stamped by Dennis J. Dale, Massachusetts Registered Landscape Architect#910 X:\Linden Engineering\Projects\North Andover MA-CSS Architects-NADPW Administration Building-LEP J0B#16020\Permits\NOI\NADPW NOI -List of Plans and Documents.doc Civil—Environmental Engineering including Storm water,Wastewater,Water Supply, Highway&Infrastructure Design Land Planning, Land Subdivision,Site Design, Environmental Permitting,Wetlands Permitting&Land Development Permitting USGS LOCUS MAPS AERIAL PHOTOGRAPH 71 I I I 071 0'07'30,001,w 071"07"00.00"W 071 06"3,01,,00--W I 1, J, -4, "'t, U-, A--A, 1- 1'""J, A, 1: 1-1 4,''A.......1 1-A---1--l- A-1, A 1, 111 -1- 11 ATTOr Off, fj IS mp"', t I011 k, IMF1,11"k,", efI q y�l All 40% q Tk, ;/-'A I j T" w "',""'0 N,/ "if, Ilk 0, 1,6 0 1 oymmimpopq IONIA ............. ........... WE"Iffillyfil"I "Pr r'x N) �'ww J "INNI um". 00", A� I "Ile P # A 10, 0", q"Aholl FM `41 40, w, 000 Oft i, "W'O 4 V foo o0ll 0000"% TOWN 0 x4y)" 4% Ai X —9% 4"', \"N ,L N6. 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IT------------F, T, "I'' T............I..........f", "I'' ............ DTI"07'20,00"W 071 07'10,00"W 071 07'OD,00"W 07 1 06"50,00"W 0,71 06'40f.00"W Name: LAWRENCE Locatiom 042 41 4 5.01 N 0 710 0657.8 9 w N Date- 05/24/16 North Andover DPW Site ,Scale: I inth=500 ft. Copylig�-n(C)20N�MyTow Datum,NAD27 5/24/2016 Bing Maps-Directions,trip planning,traffic cameras&more North Andover DPW Site e s - � i il 4' x _ s r ,I x _ 4 au a _ i Y a _ t e A - - y https://www.bing.com/mapspreview 2/3 STORMWATER REPORT STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 This report details the existing and proposed hydrological and hydraulic conditions for the Improvements to the Town of North Andover Department of Public Works Building located at 384 Osgood Street in North Andover, MA. This report has been prepared in conformance with the requirements of the Massachusetts Department of Environmental Protection (MADEP) 2008 Stormwater Handbook and the 2008 amendments to 310 CMR 10.00 et. seq. (Massachusetts Wetlands Act Regulations (MAWPA Regs)) and the Town of North Andover Wetlands Protection Bylaw and Regulations and the Town of North Andover Stormwater Management & Erosion Control Bylaw and Regulations. The report has been organized to follow the MADEP Stormwater Checklist. Site Description: The project which is the subject of this report is located at 384 Osgood Street on the northwestern side of Osgood Street and the northeastern side of Wayne Street in North Andover, MA. The site contains a total of 3.56± acres and is the location of the existing Department of Public Works facility. The property is shown on the Town of North Andover Assessor's Map 94 as Lot 2. Existing Conditions: The portion of the site which is the subject of the base bid work is the portion of the site between the existing building and Osgood Street. The area is presently occupied by a parking area and lawn area. Drainage from the majority of the area flows overland into Cochichewick Brook. Drainage from the remainder of the area flows overland into Wayne Street. The portion of the site which is the subject of the alternate bid work is the portion of the site to the rear of the existing building. The area is presently occupied by paved and unpaved storage areas and an existing storage building. Drainage from the majority of the area flows overland into Cochichewick Brook. Drainage from the remainder of the area flows overland into Wayne Street and the wetlands located across Wayne Street from the site. Proposed Conditions: The base bid project consists of the redevelopment of the front portion of the site for the construction of a two story addition to the existing building along with May 27, 2016 Page 3 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 27, 2016 reconfiguration of parking, utility work on site, in Osgood Street and in Wayne Street as well as drainage improvements to the front of the existing DPW building The bid alternate consists of the replacement of the existing salt shed at the rear of the site along with reconfiguration of pavement areas on site and in Wayne Street and drainage improvements at the rear of the existing DPW building.. Standard 1: No New Untreated Discharges The proposed project will include one new drainage outlets and a second new drainage outlet if the bid alternate is accepted. Runoff to each of the outlets will be treated by the use of deep sump catch basins and Stormceptor stormwater treatment units and the peak rates of runoff from the project area will be reduced compared to the existing conditions due to a reduction in impervious area. A review of the attached calculations shows that the maximum velocity exiting new outlet #1 at the front of the site for a 100 year storm is 3.50 feet/second. A riprap apron will be provided at the outlet pipe to eliminate any possible erosion. A review of the attached calculations also shows that the maximum velocity exiting new outlet #2 at the rear of the site for a 100 year storm is 2.81 feet/second. A riprap apron will also be provided at the outlet pipe to eliminate any possible erosion. Since stormwater treatment is being provided for the new outlets and erosion concerns have been addressed by low discharge velocities and riprap aprons, Standard 1 has been fully met by the proposed project. Standard 2: Peak Rate Attenuation The proposed project involves the redevelopment of an existing developed site. As such, compliance with Stormwater Standard 2 is required only to the maximum extent practicable and measures must be been taken to improve existing conditions. Attached to this report are the existing and proposed runoff calculations for the project for the 2, 103 25 and 100 year storms. All of the stormwater modeling calculations were prepared using SCS Methods consistent with the requirements of the Wetland Protection Regulations and the MADEP 2008 Stormwater May 27, 2016 Page 4 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Handbook. The calculations were prepared using HydroCAD software, Version 10.00 by Applied Microcomputers Systems. Soils data for the stormwater study was obtained from the National Resource Conservation Service Soil Map for the Town of North Andover as well as on-site test pits by a Massachusetts Licensed Soil Evaluator. Our firm analyzed that data and made our determination of what Hydrologic Soils Groups to use for the calculations. Ground cover data is based on the existing and proposed site conditions using on the ground survey and observations of the site. Times of concentration are based on the tributary watershed characteristics and SCS Methodology with a minimum time of concentration of 6 minutes as prescribed by the methodology. Rainfall data for the study is based on the Town of North Andover Wetlands Regulations. Stormwater mitigation for the proposed project is provided by reducing the impervious areas on the site. Due to the reduction in the impervious surfaces there is no increase in the peak rate of runoff from the project area after the project is constructed. Detailed printouts of the results of the stormwater modeling are provided for the 2, 10, 25 and 100 year storms. A summary of the peak rate of runoff calculations from the project area through the discharge pipe is as follows: A summary of the peak rates of runoff from the site to the various analysis points and points of discharge (see the attached watershed plans) is as follows: RUNOFF FROM MAIN PORTION OF FRONT OF SITE TO BROOK (EXISTING HYDROCAD NODE 1 E, PROPOSED NODE BP1) Storm Existing Existing Proposed Proposed Peak Runoff Return Peak Rate Runoff Peak Rate Runoff Rate Volume Period of Runoff Volume of Runoff Volume Change Change (years) (c.f.s.) (ac. ft.) (c.f.s.) (ac. ft.) (c.f.s.) (c.f.s.) 2 0.85 0.061 0.80 0.064 -0.05 +.003 (-5.8%) (+4.9%) 10 1.66 0.118 1.52 0.117 -0.14 -0.001 (-8.40)/0) (-0.8%) May 27, 2016 Page 5 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 RUNOFF FROM MAIN PORTION OF FRONT OF SITE TO BROOK (EXISTING HYDROCAD NODE 1 E, PROPOSED NODE BP1) 25 2.30 0.164 2.10 0.161 -0.20 -.003 (-8.7%) (-1.8%) 100 3.71 0.269 3.41 0.261 -0.30 -.008 1 1 1 1 1 (8.0%) 1 (-2.9 RUNOFF FROM SOUTHWEST PORTION OF FRONT OF SITE TO WAYNE ST (EXISTING HYDROCAD NODE 2E, PROPOSED NODE 2P) Storm Existing Existing Proposed Proposed Peak Runoff Return Peak Runoff Peak Rate Runoff Rate Volume Period Rate of Volume of Runoff Volume Change Change (years) Runoff (ac. ft.) (c.f.s.) (ac. ft.) (c.f.s.) (c.f.s.) (c.f.s.) (%) (%) 2 0.12 0.009 0.13 0.010 +0.01 +.001 (+8.3%) (+11.1%) 10 0.26 0.018 0.25 0.019 -0.01 +.001 (-3.8%) (+5.6%) 25 0.37 0.026 0.35 0.027 -0.02 +.001 (-5.4%) (+3.8%) 100 0.61 0.044 0.58 0.045 -0.03 +.001 I 1 1 1 (-4.9%) 1 (+2.3%) 1 RUNOFF FROM SOUTHERN PORTION OF FRONT OF SITE TO OSGOOD STREET AT WAYNE STREET (EXISTING HYDROCAD NODE 3E, PROPOSED NODE 3P) Storm Existing Existing Proposed Proposed Peak Runoff Return Peak Runoff Peak Rate Runoff Rate Volume Period Rate of Volume of Runoff Volume Change Change (years) Runoff (ac. ft.) (c.f.s.) (ac. ft.) (c.f.s.) (c.f.s.) (c.f.s.) (%) (%) 2 0.02 0.001 0.02 0.001 +0.0 +0.0 (+0.0%) (+0.0%) 10 0.04 0.003 0.04 0.003 +0.0 +0.0 (+0.0%) (+0.0%) 25 0.06 0.004 0.06 0.004 +0.0 +0.0 May 27, 2016 Page 6 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 RUNOFF FROM SOUTHERN PORTION OF FRONT OF SITE TO OSGOOD STREET AT WAYNE STREET (EXISTING HYDROCAD NODE 3E, PROPOSED NODE 3P) (+0.0%) (+0.0%) 100 0.11 0.008 0.11 0.008 +0.0 +0.0 I I I 1 (+0.0%) 1 (+0.0 RUNOFF FROM REAR PORTION OF SITE TO BROOK (EXISTING HYDROCAD NODE B2, PROPOSED NODE BP2) Storm Existing Existing Proposed Proposed Peak Runoff Return Peak Runoff Peak Rate Runoff Rate Volume Period Rate of Volume of Runoff Volume Change Change (years) Runoff (ac. ft.) (c.f.s.) (ac. ft.) (c.f.s.) (c.f.s.) (c.f.s.) (%) (%) 2 2.10 0.153 1.78 0.138 -0.32 -0.015 (-15.2%) (-9.8%) 10 3.41 0.255 3.02 0.233 -0.39 -0.022 (-11.4&) (-8.6%) 25 4.39 0.332 3.98 0.308 -0.41 -0.024 (-9.30%) (-7.2%) 100 6.47 0.501 6.11 0.474 -0.36 -0.027 1 1 (-5.5) (-5.3 RUNOFF FROM REAR PORTION OF SITE SOUTHWESTERLY TO WAYNE STREET (EXISTING HYDROCAD NODE 7E, PROPOSED NODE 7P) Storm Existing Existing Proposed Proposed Peak Runoff Return Peak Runoff Peak Rate Runoff Rate Volume Period Rate of Volume of Runoff Volume Change Change (years) Runoff (ac. ft.) (c.f.s.) (ac. ft.) (c.f.s.) (c.f.s.) (c.f.s.) (%) (%) 2 1.42 0.106 1.35 0.100 -0.07 -0.006 (-4.9%) (-5.6%) 10 2.24 0.170 2.13 0.162 -0.11 -0.008 (-4.90%) (-4.7%) 25 2.84 0.220 2.70 0.209 -0.14 -0.011 May 27, 2016 Page 7 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 RUNOFF FROM REAR PORTION OF SITE SOUTHWESTERLY TO WAYNE STREET (EXISTING HYDROCAD NODE 7E, PROPOSED NODE 7P) (-4.9%) (-5%) 100 4.14 0.327 3.93 0.311 -0.21 -0.016 (-5.0) (-4.8%) A review of the above summaries INDICATES THE FOLLOWING: • While there are decreases in the peak runoff from the main portion of front of site to the brook there is a small (0.003 ac. ft. increase in runoff volume from this area for the two year storm. There are decreases in the volume for the 10, 25 & 100 year storms; • For the runoff from southwest portion of front of site to Wayne Street there is a small increase in the peak rate of runoff (0.01 cfs) for the two year storm and small (0.001 ac. ft. increase in runoff volume from this area for the 2, 10) 25 & 100 year storms. These increases are caused by the emergency egress walkways from the connecting lobby and the building addition to Wayne Street. • There are no changes in the runoff from southern portion of front of site to Osgood Street at Wayne Street • There are decreases in the peak runoff rate and runoff volume from the rear portion of site to the brook. These decreases are due to a reduction in impervious surface. These decreases are more than sufficient to mitigate the small increase in runoff volume from the front of the site to the brook for a 2 year storm. • There are decreases in the peak runoff rate and runoff volume from the rear portion of site southwesterly to Wayne Street. These decreases are due to a reduction in impervious surface. Based on the results of the calculations we feel that Standard 2 has been met by the proposed project to the maximum extent practicable. May 27, 2016 Page 8 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Standard 3: Recharge The proposed project involves the redevelopment of an existing developed site. As such, compliance with Stormwater Standard 3 is required only to the maximum extent practicable and measures must be been taken to improve existing conditions. Test pits conducted in the front portion of the site indicate that the ground is miscellaneous fill which overlays a peat layer. Infiltration into this soil is not practicable. Test pits conducted on the rear portion of the site indicate that the soil is also miscellaneous fill with clay and a high Estimated Seasonal High Ground Water Table rendering infiltration into this soil is not practicable. For these reasons, as well as the fact that the project is a Redevelopment Project and the impervious areas on the site are being reduced, recharge of surface water in not being provided. Standard 4: Water Quality The proposed project involves the redevelopment of an existing developed site. As such, compliance with Stormwater Standard 4 is required only to the maximum extent practicable and measures must be been taken to improve existing conditions. Treatment for the runoff from the majority of the impervious surfaces is provided by new deep sump catch basins with hooded outlets and Stormceptor STC-900 Treatment Units. Attached to this report is a TSS Removal calculation sheet showing the TSS removal for the proposed system. Runoff from a portion of the pavement adjacent to Wayne Street at both the the front and rear of the site is not included in the treatment due to the elevations of the wetlands and the pavement which prohibits the installation of a drainage system to collect and treat the runoff. The sizing of the Stormceptor Unit for the base bid work is based on the MADEP Regulation regarding the sizing for all proprietary stormwater treatment units. The sizing calculations for the Unit are as follows: Impervious Area = 9238 s.f., time of concentration = 0.10 hours WQ F = (qu)(A)(WQV) WQF = (752 csm/in)((9238/43560) acres)(0.0015625 mi2/acre)(0.5 in) WQF ~ 0.13CFS May 27, 2016 Page 9 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Note: The chosen Unit can treat 3.4 c.f.s. The STC-900 was chosen over the STC-450i as the STC-900 unit can retain 193% as much sediment and 291% as much hydrocarbons as the STC-450i. Attached hereto is data to support the use of the STC-900 unit. Stormceptor is MASTEP accepted with a rating of 2. The sizing of the Stormceptor Unit for the bid alternate work is based on the MADEP Regulation regarding the sizing for all proprietary stormwater treatment units. The sizing calculations for the Unit are as follows: Impervious Area =17499 s.f., time of concentration = 0.10 hours WQF = (qu)(A)(WQV) WQF = (752 csm/in)((8900/43560) acres)(0.0015625 mi2/acre)(0.5 in) WQF ~ 0.23 CFS Note: The chosen Unit can treat 3.4 c.f.s. The STC-900 was chosen over the STC-450i as the STC-900 unit can retain 193% as much sediment and 291% as much hydrocarbons as the STC-450i. Attached hereto is data to support the use of the STC-900 unit. Stormceptor is MASTEP accepted with a rating of 2. The runoff quality from the proposed development represents a significant improvement compared to existing conditions (which has no stormwater treatment) and for the majority of the altered site will meet the 80% TSS Removal Standard of the MADEP 2008 Stormwater Handbook. Therefore, Standard 4 has been met by the proposed project to the extent practicable. Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The portion of the site where the base bid work will be conducted does not contain any activities that are classified as Land Uses with Higher Potential Pollutant Loads as defined by the 2008 MADEP Stormwater Handbook and the 2008 amendments to 310 CMR 10.00 et. seq. (MAWPA Regs), The portion of the site where the bid alternate work will be conducted contains activities that are classified as Land Uses with Higher Potential Pollutant Loads as defined by the 2008 MADEP Stormwater Handbook and the 2008 amendments to 310 CMR 10.00 et. seq. (MAWPA Regs), The proposed project will provide improvements for the storage of materials and collection and treatment of runoff. Therefore Standard 5 has been met by the proposed project to the extent practicable. May 27, 2016 Page 10 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Standard 6: Critical Areas The proposed project does not discharge stormwater runoff to a critical area as defined by the 2008 MADEP Stormwater Handbook and the 2008 amendments to 310 CMR 10.00 et. seq. (MAWPA Regs). Therefore Standard 6 has been fully met by the proposed project. Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The proposed project involves the redevelopment of an existing developed site. As such, compliance with Stormwater Standards 2, 3, 4, 5, and 6 is required only to the maximum extent practicable and measures must be been taken to improve existing conditions. Throughout this report we have listed the areas of compliance with the standards in the 2008 MADEP Stormwater Handbook. The proposed project has been carefully thought through and designed to meet the requirements of stormwater standards 2, 31 41 5 & 6 to the maximum extent practicable. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control Erosion Control and Construction Sequencing With regard to work proposed on the project and erosion and siltation control, the sequence of activities will generally take place as follows: 1. Prior to general pavement removal, or topsoil stripping, place all erosion controls (siltation control fencing & filtrexx soxx and silt sacks) in the locations shown on the drawings. 2. Damaged or loose siltation control fence and filtrexx soxx shall be replaced as necessary to maintain their function of controlling erosion and siltation. Silt sacks in catch basins shall be replaced as necessary to maintain its function of controlling erosion and siltation. 3. Remove any accumulation of silt or soil build-up behind the filtrexx soxx, straw bales and straw wattles as it occurs. May 27, 2016 Page 11 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 27, 2016 4. Throughout excavation, and grading operations the Contractor shall take other necessary precautions, including installation of temporary drainage w wales, siltation sumps/filtration dams, check dams, straw bales, straw wattles, silt fences, and temporary pipe, to direct and control drainage from disturbed areas on the site so that erosion and siltation is minimal. In addition, no erosion or discharge of silt or larger particles shall occur in wetland areas or onto adjacent properties. 5. Remove all erosion control measures, including the filtrexx soxx, straw bales or straw wattles only when construction is completed, upland surfaces are stabilized and the piped drainage system is fully operational and the removal of the devices has been approved by the Architect/Civil Engineer and the Town of North Andover Conservation Commission. If the Contractor anticipates deviations from the above procedures, he shall obtain written approval from the Architect/Civil Engineer prior to proceeding. Erosion and Sediment Control BMP's The Erosion and Sediment Controls represent the suggested best management practices proposed for the project. The Contractor's approach to controlling stormwater runoff from the site may vary however he must implement appropriate corresponding erosion control measures. The use of erosion and sediment controls are mandatory and must be employed to minimize impacts to adjacent areas during construction. If sediment escapes the construction site, off-site accumulations of sediment must be removed at a frequency sufficient to minimize off-site impacts. The control practices which are required to minimize stormwater pollution during construction must remain functional until disturbed areas have been stabilized. Erosion control products are to be installed and maintained in accordance with manufacturer's specifications and good engineering practices. The most important aspects of controlling erosion and sedimentation are limiting the extent of drainage structures. These fundamental principles will be the key factors in the contractor's control of erosion on the project site. If appropriate, the May 27, 2016 Page 12 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 contractor will construct temporary diversion swales and settling basins or use a settling tank. If additional drainage or erosion control measures are needed, they will be located up-gradient from the straw bales and silt fences. The contractor is responsible for the maintenance and repair of all erosion control devices on-site. All erosion control devices will be regularly inspected. At no time will silt-laden water be allowed to enter sensitive areas (wetlands, streams, and drainage systems). Any runoff from disturbed surfaces will be directed through a sedimentation process prior to being discharged to the existing on site drainage system. The contractor will establish a staging area for the overnight storage of equipment and stockpiling of materials. In the staging area, the contractor will have a stockpile of materials required to control erosion on-site to be used to supplement or repair erosion control devices. These materials will include, but are not limited to filtrexx soxx (filled with compost and ready for use), straw bales, siltation control fence, stakes, erosion control matting, and crushed stone. As mentioned previously, erosion and sedimentation controls will be employed to minimize the erosion and transport of sediment into resource areas during the earthwork and construction phases of the Project. Erosion and sedimentation control measures will be installed prior to site excavation or disturbance and will be maintained throughout the construction period. The contractor is responsible for erosion control on the site and will utilize supplemental erosion control measures to supplement the erosion controls shown on the plans prepared for this project to work with his day to day operations at the site. Primary erosion control techniques proposed include compost filled filtrexx soxx, siltation control fence with straw bale barriers and silt sacks, inlet sediment traps, siltation control dikes, a stabilized construction entrance, temporary diversion channels, and temporary sedimentation ponds when applicable. A detailed description of each technique is discussed below. During the growing season, slope stabilization will be achieved by applying topsoil followed by seeding and mulching as soon as final grades are achieved. Organic mulching, jute netting, geo-textiles, or a combination will be used to stabilize slopes completed outside of the growing season. May 27, 2016 Page 13 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Best Management Practices (BMPs) Filtrexx Soxx and Silt Fence/Straw bales Erosion control barriers (filtrexx soxx, silt fences with straw bales) will be installed in the locations shown on the drawings or as directed in the field by the Architect/Civil Engineer prior to the start of construction. These barriers will remain in place until all tributary surfaces have been fully stabilized. The barriers will be placed to trap sediment transported by runoff before it reaches the drainage system or leaves the construction site. In areas where high runoff velocities or high sediment loads are expected, silt fencing may be installed adjacent to the straw bale barriers. This semi-permeable barrier made of a synthetic porous fabric will provide additional protection. The filtrexx soxx and siltation fences with straw bale barrier will be replaced as determined by periodic field inspection. The underside of the soxx and straw bales will be kept in close contact with the earth and reset as necessary. Straw bale barriers, straw wattles and siltation fences will be maintained and cleaned until slopes have healthy stands of grass and all proposed paved areas have been paved with the binder course of pavement. Drain System Protection Silt Sack sediment traps supplemented with straw bale erosion checks will be installed at drainage structures and maintained and cleaned until slopes have healthy stands of grass. Catch basins, drain inlets, stormwater treatment units, storm drain pipes and detention basins will be cleaned of sediment and debris after the completion of construction. Sediment collected in structures will be disposed of properly and covered, if stored on-site. • Until tributary areas are stabilized, catch basin inlets will be fitted with Silt Sacks. If intense rainfall is predicted before all tributary areas are stabilized, erosion control measures will be reinforced for the duration of the storm. Downstream areas will be inspected and any sediment removed at the end of the storm. • Unfiltered water will not be allowed to enter pipes from unstabilized surfaces. May 27, 2016 Page 14 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 • Trench excavation will be limited to the minimum length required for daily pipe installation. All trenches will be backfilled as soon as possible. The ends of pipes will be closed nightly with plywood • During construction of the site, silt-laden waters should be intercepted prior to reaching catch basins. Any gross depositions of materials on paved surfaces will be removed by sweeping. • All paved areas will be swept on a weekly basis, as permitted by weather, during the construction period. • Catch basins should be inspected monthly and cleaned in anticipation of the winter season in November and at the same time the roads are swept in the spring. Utility Construction The Contractor will construct utility trenches in a manner that will not direct runoff toward wetlands or to drainage system structures. Stabilization Activities All disturbed surfaces will be stabilized within 14 days after construction in any portion of the project site is completed or is temporarily halted, unless additional construction is intended to be initiated within 14 days. The Contractor will not disturb more area than can be stabilized within 14 days unless the area is to remain active. The Contractor will not disturb more area than can be stabilized within the same construction season. Slope Stabilization The smallest practicable area of land will be exposed at a time. Slopes greater than three-to-one (horizontal to vertical) will be stabilized with seed, organic mulch, jute fabric, or rip-rap, as appropriate, to prevent erosion during construction. After disturbed areas have been stabilized, the temporary erosion control measures will be removed and accumulated sediment will be removed and May 27, 2016 Page 15 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 disposed of in an appropriate location. Disturbed areas will be stabilized with appropriate ground cover as soon as possible. After the removal of temporary erosion control measures, disturbed areas will receive a layer of topsoil for stabilization. Stabilized Construction Entrance Temporary stabilized construction entrance or entrances will be installed at the project site. The purpose of the construction entrance is to remove sediment attached to vehicle tires and to minimize sediment transport and deposition onto public road surfaces. The construction entrance or entrances will be composed of crushed stone which will be replenished as necessary to maintain their proper function. Inspections Although not applicable to the base bid project (since the disturbed area is less than 1 acre if the bid alternate is not accepted), the Contractor shall perform the following inspections for both the base bid and bid alternate work (if accepted) in accordance with the 2012 EPA Construction General Permit Conditions which require routine inspections of the site and careful documentation of events and conditions. The following inspection activities will be completed by a qualified, designated site monitor. • Erosion control, sedimentation prevention, and stormwater management measures will be inspected at least once per week throughout the construction period. • All controls, outfalls, and potential problem areas will also be inspected within 24 hours of any storm exceeding 0.25 inches of precipitation. A log of inspection results will be maintained on-site and will include the name of the inspector, date, major observations, and necessary corrective measures. Built up sediment will be removed when it has reached one-third the height of the silt fence or filtrexx soxx. May 27, 2016 Page 16 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 All needed repairs or modifications will be reported to the contractors to permit the timely implementation of required actions. Where necessary repairs do not pose an immediate concern, repairs or modifications will be implemented within two (2) days of inspection. A report summarizing the scope of the inspection, name(s) and qualifications of personnel making the inspection, the date(s) of the inspection, major observations relating to the implementation of this CPPPP, and actions taken will be made and retained as part of the CPPPP. Maintenance The following maintenance practices will be used by the Contractor to maintain erosion and sediment controls. Maintenance activities will be documented on his Inspection Report. Erosion and sediment control measures and other protective measures must be maintained in effective operating condition. • If site inspections indicate that the BMPs are not operating effectively, maintenance must be performed as soon as possible and before the next storm event whenever practicable to maintain the continued effectiveness of the BMPs. • If existing BMPs need to be modified or if additional BMPs are necessary for any reason, implementation must be completed before next storm event whenever practicable. • Pollution prevention measures must be maintained in good working order. If a repair is necessary, it will be initiated, if practicable, within 24 hours of report. • Accumulated sediment within the catch basin inlet protection must be removed on a weekly basis. • Maintenance and inspection of pollution prevention measures must be continued on the site for as long as a portion of the site remains disturbed. • Stabilization measures will be initiated as soon as practicable on portions of the site where construction has temporarily or permanently ceased. This will occur in NO CASE more than 14 days after construction activities have temporarily or permanently ceased. • If issues are identified at hazardous materials storage areas, corrective actions will be implemented immediately. If leaks or spills are identified procedures outlined in Standard 9 will be followed. May 27, 2016 Page 17 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Standard 9: Operation and Maintenance Plan An Operation and Maintenance Plan is summarized below and will be incorporated into the construction documents for this project. In accordance with the Stormwater Management Policy issued by the Department of Environmental Protection (DEP), Linden Engineering Partners, LLC has prepared the following Operation and Maintenance Plan for the Improvements To The Public Works Building project. This plan is broken into two major sections. The first section describes construction-related controls and practices. The second section is devoted to the post-construction operation and maintenance plan. Basic Information Owner: Town of North Andover Department of Public Works Contact: Mr. Bruce D. Thibodeau P.E., Director Address: 384 Osgood Street City: North Andover, MA 01950 Good Housekeeping BMP's (Construction and Post Construction Periods) The following good housekeeping practices will be followed onsite during and after the construction project: • An effort will be made to store only enough product required to do the job. All materials stored onsite will be stored in a neat, orderly manner in their appropriate containers and, if possible under a roof or other enclosure • Products will be kept in their original containers with the original manufacturer's label • Substances will not be mixed with one another unless recommended by the manufacture • Whenever possible, all of a product will be used up before disposing of the container • Manufacturer's recommendations for proper use and disposal will be followed May 27, 2016 Page 18 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 • The site superintendent will inspect daily to ensure proper use and disposal of materials CONSTRUCTION PERIOD Refer to Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control for information regarding the erosion and sediment control measures during the construction period. Material Handling and Waste Management Hazardous Products: These practices will be used to reduce the risks associated with hazardous materials. Material Safety Data Sheets (MSDSs) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction trailer office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product they are using, particularly regarding spill control techniques. • Products will be kept in original containers unless they are not re-sealable • Original labels and material safety data will be retained; they contain important product information • If surplus product must be disposed of, manufacture's or local and State recommended methods for proper disposal will be followed Hazardous Waste All hazardous waste material will be disposed of by the Contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job site superintendent, who will also be responsible for seeing that these practices are followed. May 27, 2016 Page 19 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Solid and Construction Wastes All waste materials will be collected and stored in accordance with state and federal law in an appropriately covered container and/or securely lidded metal dumpster. All trash and construction debris from the site will be deposited in the dumpster. No construction waste materials will be buried on site. All personnel will be instructed regarding the correct procedures for waste disposal. All waste dumpsters and roll-off containers will be located in an area where the likelihood of the containers contributing to storm water discharges is negligible. If required, additional BMPs must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. Sanitary Wastes All sanitary waste will be collected from the portable units a minimum of three times per week by a licensed portable facility provider in complete compliance with local and state regulations. All sanitary waste units will be located in an area where the likelihood of the unit contributing to storm water discharges is negligible. If required, additional BMP's must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. Washout Areas The Contractor will provide wheel wash stations and concrete washout areas at the site as described below. Wheel Wash Stations The Contractor will provide wheel wash stations adjacent to the construction entrance which lead directly to a public way or portions of the site outside the limits of work Concrete Washout May 27, 2016 Page 20 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 Trucks will be allowed to washout or discharge surplus concrete or drum wash water on the site, but only in specifically designated diked and impervious washout areas which have been prepared to prevent contact between the concrete wash and stormwater. Waste generated from concrete wash water shall not be allowed to flow into drainage ways, inlets, receiving waters or highway right of ways, or any location other than the designated concrete washout. Waste concrete may be poured into forms to make riprap or other useful concrete products. Proper signage designating the "concrete washout" shall be placed near the facility. The hardened residue from the concrete washout diked areas will be disposed of in the same manner as other non-hazardous construction waste materials or may be broken up and used on site as deemed appropriate by the Contractor. Maintenance of the washout is to include removal of hardened concrete. Facility shall have sufficient volume to contain all the concrete waste resulting from washout and a minimum freeboard of 1 foot. Facility shall not be filled beyond 95% capacity and shall be cleaned out once 75% full unless a new facility is constructed. Vehicle and Equipment Fueling There is a previously established vehicle fueling area at the rear of the site. The fueling area will be inspected and cleaned weekly. Spill Prevention and Control Plan The Contractor will train all personnel in the proper handling and cleanup of spilled materials. No spilled hazardous materials or hazardous wastes will be allowed to come in contact with storm water discharges. If such contact occurs, the storm water discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated storm water. It shall be the responsibility of the job site superintendent to properly train all personnel in spill prevention and clean up procedures. In order to minimize the potential for a spill of hazardous materials to come into contact with storm water, the following steps will be implemented: May 27, 2016 Page 21 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 1. All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location, with their lids on, preferably under cover, when not in use. 2. During construction, liquid petroleum products and other hazardous materials with the potential to contaminate groundwater may not be stored or handled in areas of the site draining to an infiltration area, An "infiltration area" is any area of the site that by design or as a result of soils, topography and other relevant factors accumulates runoff that infiltrates into the soil. Dikes, berms, sumps, and other forms of secondary containment that prevent discharge to groundwater may be used to isolate portions of the site for the purposes of storage and handling of these materials 3. The minimum practical quantity of all such materials will be kept on the job site at all times. 4. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. Catch basin inlet cover blankets and inflatable pipe plugs will be used to seal the openings in the outlet pipes and isolate product in the drainage system should a spill occur. 5. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. In the event of a spill, the following procedures should be followed: 1. All spills will be cleaned up immediately after discovery. 2. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. May 27, 2016 Page 22 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 3. The project manager and the Engineer of Record will be notified immediately. 4. Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency, regardless of the size of the spill. 5. If the spill exceeds a Reportable Quantity, MADEP must be notified and provided with a description of the release, the circumstances leading to the release, and the date of the release and all abatement and followup measures implemented. The job site superintendent will be the spill prevention and response coordinator. He will designate the individuals who will receive spill prevention and response training. These individuals will each become responsible for a particular phase of prevention and response. The names of these personnel will be posted in the material storage area and in the office trailer onsite. Allowable Non-Stormwater Discharge Management Certain types of will be allowed under the conditions that no pollutants will be allowed to come into contact with the water prior to or after its discharge. The control measures that have been outlined previously in this O & M Plan will be strictly followed to ensure that no contamination of these non-stormwater discharges takes place. The following non-stormwater discharges that may occur from the job site include: • Discharges from fire-fighting activities • Fire Hydrant flushings • Waters used to wash vehicles where detergents are not used • Water used to control dust in accordance with off-site vehicle tracking • Potable water including uncontaminated water line flushings • Routine external building wash down that does not use detergents • Pavement wash waters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents are not used May 27, 2016 Page 23 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 • Uncontaminated air conditioner compressor condensate • Uncontaminated ground water or spring water • Foundation or footing drains where flows are not contaminated with process materials such as solvents • Uncontaminated excavation dewatering • Landscape irrigation POST CONSTRUCTION PERIOD Post-Construction BMP's Several types of structural and non-structural water quality controls in various combinations are proposed to treat stormwater generated on the site. These measures include deep sump catch basins with hoods and stormwater treatment units. These Water quality treatment measures will result in the removal of a minimum of 80 percent of the total suspended solids JSS) load in runoff prior to discharge from the site, consistent with DEP's TSS removal standard. The following best management practices are specified in the proposed development program to mitigate the increase in stormwater runoff from the site. B M Ps Used ➢ Drainage Inlet with Deep Sump ➢ Stormceptor Proprietary Treatment Unit Post-Development Activities 1. Paved Areas: Paved Areas shall be mechanically swept during the dry weather to remove excess sediments, thereby reducing the amount of sediments that the drainage system will have to remove from the runoff. Paved areas shall be mechanically swept a minimum of once each year (in the spring). 2. The use of salt or chemicals for de-icing on the paved areas during the winter months shall be limited to the amount necessary to maintain pedestrian and vehicle safety. May 27, 2016 Page 24 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 275 2016 3. Catch Basins with Deep Sump and Hood: The catch basins shall be inspected at least four times/year and at the end of the snowfall and foliage seasons to verify that the inlet openings are not clogged by debris. Debris shall be removed from the grates and disposed of properly. The catch basin sumps shall also be inspected and cleaned a minimum of four times per year and whenever the depth of the sediment is 25% or more of the sump depth or a minimum of twice annually. Material shall be removed from the drain inlet and disposed of in accordance with all applicable regulations. 4. The Stormceptor Stormwater Treatment Unit shall be cleaned and inspected a minimum of four times per year for the first year and twice per year thereafter if the silt trap is not full the in six months. Cleaning shall be in strict conformance with the manufacturer's recommendations which are attached to this report. All maintenance responsibilities as identified on the site plans and within this document will be owned and maintained by the owner of the property and shall run with the title of the property. Annual Operating Budget The estimated annual operating budget for the O & M Plan for the base bid project is $ 750. The estimated annual operating budget for the O & M Plan for the bid alternate project is $ 1,250. Plan of BMP's Reference is made to the project plans for the location of all BMP's. Conclusion The construction of the proposed site development as proposed will provide runoff control for the completed development as required by the MADEP Stormwater Standard 10: Prohibition of Illicit Discharges May 27, 2016 Page 25 of 23 STORMWATER REPORT TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS, IMPROVEMENTS TO THE PUBLIC WORKS BUILDING 384 OSGOOD STREET, NORTH ANDOVER, MA MAY 27, 2016 As provided for in the 2008 MADEP Stormwater Handbook and the 2008 amendments to 310 CMR 10.00 et. seq. (MAWPA Regs) an Illicit Discharge Compliance Statement is not attached to this Stormwater Report. However, the project has been designed to avoid illicit discharges. As provided for in the MADEP Stormwater Regulations, an Illicit Discharge Compliance Statement will be completed prior to the discharge of any stormwater to the post-construction BMP's. Therefore, Standard 10 has been fully met by the proposed project. May 27, 2016 Page 26 of 23 LOCUS MAPS AERIAL PHOTOGRAPH 71 I I I 071 0'07'30,001,w 071"07"00.00"W 071 06"3,01,,00--W I 1, J, -4, "'t, U-, A--A, 1- 1'""J, A, 1: 1-1 4,''A.......1 1-A---1--l- A-1, A 1, 111 -1- 11 ATTOr Off, fj IS mp"', t I011 k, IMF1,11"k,", efI q y�l All 40% q Tk, ;/-'A I j T" w "',""'0 N,/ "if, Ilk 0, 1,6 0 1 oymmimpopq IONIA ............. ........... WE"Iffillyfil"I "Pr r'x N) �'ww J "INNI um". 00", A� I "Ile P # A 10, 0", q"Aholl FM `41 40, w, 000 Oft i, "W'O 4 V foo o0ll 0000"% TOWN 0 x4y)" 4% Ai X —9% 4"', \"N ,L N6. M/ Ow g Al MI g//,P-1� SO ifI/1 P f IN/ 110 ..I"n//x- 1, 00/ NO' fa IF jf, gol", AN"O i�y iAl IF ON North Andover DPW S'te 4�, Ss "'Z! %I A/011 J, %f........... J, Ar 1Z SSW, If -118 1,4 I?It z N III lip f, -Z O�Rl A/111 0 OF OF Iqs, % If 100/0"71"1 16 01III11", W'k M,f, \I ))"0 101 CN No 4,01 0 ®r )w% 'fI 0 90 0,0 N", NO 'If I If 'jo V ,ff �iij 4 NY& N/ O(Oo (X, A T11 F )V Declination -Y/ FRI 14 N. 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Copylig�-n(C)20N�MyTow Datum,NAD27 5/24/2016 Bing Maps-Directions,trip planning,traffic cameras&more North Andover DPW Site e s - � i il 4' x _ s r ,I x _ 4 au a _ i Y a _ t e A - - y https://www.bing.com/mapspreview 2/3 NRCS SOIL DATA TEST PIT DATA USIA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of CS Agriculture and other Essex Count Federal agencies, State 7 Natural agencies including the Resources Agricultural Experiment Massachusetts, Conservation Stations, and local Service participants Northern ar NADPW SITE 0 F o f 3 I, l�rr i y J i i May 24, 2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Essex County, Massachusetts, Northern Part................................................12 52A—Freetown muck, 0 to 1 percent slopes..............................................12 70A—Ridgebury fine sandy loam, 0 to 3 percent slopes............................13 602—Urban land.........................................................................................14 References............................................................................................................16 4 How So'll Surve Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently,soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest,a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map Ln 0 0 326600 326630 326660 326690 326720 326750 326780 326810 420 41'50"N 420 41'50"N O M O N M � O N O M O N M � n N O O N O � M � f, O OO N Nt Ns 1 O N O N O � N / / O r-i N O N N N O N r rdd 00 N 00 v � O'^ L/ O N U) / r O N O � N • ir''�'�II N i O O N Q� N 420 41'40"N r, 420 41'40"N 326600 326630 326660 326690 326720 326750 326780 326810 Ln Map Scale:1:1,420 if printed on A portrait(8.5"x 11")sheet. 0 Meters N 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) Stony Spot Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Soil Map Unit Lines Wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Points placement.The maps do not show the small areas of contrasting Special Line Features soils that could have been shown at a more detailed scale. Special Point Features Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map _ e Borrow Pit Transportation measurements. Clay Spot = Rails A Closed Depression Source of Map: Natural Resources Conservation Service Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit Coordinate System: Web Mercator(EPSG:3857) d US Routes Al Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator Landfill Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Lava Flow Background Albers equal-area conic projection,should be used if more accurate §€ Marsh or swamp Im Aerial Photography calculations of distance or area are required. Mine or Quarry This product is generated from the USDA-NRCS certified data as of ip Miscellaneous Water the version date(s)listed below. Perennial Water Soil Survey Area: Essex County,Massachusetts,Northern Part Rock Outcrop Survey Area Data: Version 11,Sep 28,2015 Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 -- Sandy Spot or larger. Severely Eroded Spot Date(s)aerial images were photographed: Aug 29,2014—Sep Sinkhole 1912014 Slide or Slip The orthophoto or other base map on which the soil lines were Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report MapLegendUnit Essex County,Massachusetts, Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 52A Freetown muck,0 to 1 percent 0.1 5.1% slopes 70A Ridgebury fine sandy loam,0 to 0.0 0.4% 3 percent slopes 602 Urban land 2.3 94.5% Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Essex County, Massachusetts, Northern Part 52A—Freetown muck, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2t2g9 Elevation: 0 to 1,110 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of unique importance Map Unit Composition Freetown and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Freetown Setting Landform: Marshes, swamps, bogs, depressions, depressions, kettles Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Highly decomposed organic material Typical profile Oe -0 to 2 inches: mucky peat Oa -2 to 79 inches: muck Properties and qualities Slope: 0 to 1 percent Percent of area covered with surface fragments: 0.0 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.14 to 14.17 i n/h r) Depth to water table: About 0 to 6 inches Frequency of flooding: Rare Frequency of ponding: Frequent Available water storage in profile: Very high (about 19.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Minor Components Scarboro Percent of map unit: 5 percent Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope, tread, dip 12 Custom Soil Resource Report Down-slope shape: Concave Across-slope shape: Concave Whitman Percent of map unit: 5 percent Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Swansea Percent of map unit: 5 percent Landform: Bogs, depressions, depressions, kettles, marshes, swamps Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave 70A—Ridgebury fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: vjqd Elevation: 50 to 1,000 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature: 43 to 54 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Ridgebury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ridgebury Setting Landform: Depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Friable coarse-loamy eolian deposits over dense coarse-loamy lodgment till derived from granite and gneiss Typical profile H1 -0 to 9 inches: fine sandy loam H2-9 to 18 inches: fine sandy loam H3- 18 to 60 inches: fine sandy loam 13 Custom Soil Resource Report Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 14 to 25 inches to densic material Natural drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 2 to 18 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.4 inches) Minor Components Whitman Percent of map unit: 10 percent Landform: Depressions Woodbridge Percent of map unit: 5 percent 602—Urban land Map Unit Setting National map unit symbol: vjx3 Frost-free period: 125 to 165 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Parent material: Excavated and filled land Minor Components Udorthents Percent of map unit: 10 percent Charlton Percent of map unit: 2 percent Hinckley Percent of map unit: 2 percent Merrimac Percent of map unit: 2 percent 14 Custom Soil Resource Report Paxton Percent of map unit: 2 percent Windsor Percent of map unit: 2 percent 15 References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11 th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/nres/d eta il/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/l and use/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States,the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 17 NORSEENVIRONMENTA 11 y L 92'Middlesex Road, Unit 4 TEL (9 78) 6491-9 SERVICES,,, INC. * FAX(9 78), 649-7582' wwmnorseenvironmentakcom May, 9, 21 Gregory Rochlir Senior Project Manager CSS Architects Inc. l 7 Audubon Road ildi . 2, Barite 3 , Wakefield, O 18 8 R . DPW North Andover Osgood Street Soil Tests ire, Attached are soil data rms for the four deed tests performed, on the DPW site. Tests are numbered 14, and werelocated by tape measure shown on the plansprovided,, with the x tr rr T-2 that,was performed tern to fifteen teen "feet from where r just f the parking lot pavement,. As, your can see, all, of the tests were filled sails. Tests 3 and 4 had, a clayey fill, and both tests would be consider l in hydrologic soil group 1 , -unsuitable for iri tr tior . Of course, the deep depth uri o ganic layer over most off'the site is, a problemi l�. rtl f6r construction.,and infiltration. t i,s evident that the entire r w rty is afilled wetland. Tests one and two had an interesting,, black coarse sand. From conversations with the excavator operator, it appears that this is foundry sere. Apparently there was a foundry in nearby Haverh,111. that provided.the material. According t .ir�i, it was said t tested aril was safe, an has n used all paver North �ndover. It appeared clam and I detected no chemical odors in any of th tests excepting for the normal a.l hydrogen sutfide odor of the barred organic soils* Samples the soil are included. The sample were taken rom various, strata to get representative sam ling, from test 2 and tests 3, the front of the site and rear of the site. It would tr t ly time consuming and expensive to yarn,n,ple and test every horizon that was, out there. One sample containsa. rock fragment that, appears t e coke, a by product from the burning of coal. ThIs and the ash. in test 4 seems to support the observation that the and I's, foundry sand. Please contact if you have any questions this material.ria.:l. I will email these results,t you and, send a hard copy with the soil samples includedby regular mail. Tharik you.. a� u� Sincerely, Steven Eriks,en, Certified Soil Scientist Licensed Soil Evaluator SOIL SUITABILITY FOR S TORMI&A TER MANAGEMENT S YS TEM SITE® DPW Osgood Street North Andover DATE- 5/16 SOIL EVALUATOR/SOIL SCIENTIST: Steven Fri Deep Observation Hole Numberm-1 Soil Soil Matrix: Redoximorp`tic Features Soil Coarse Fragments Soil Structure Soil Horizon/ Color-Moist (mottles) Texture % by Volume Consistence Other Depth Layer (Munsell) (USDA) (Moist) (in.) Depth Color Percent Gravel Cobbles &Stones 0-24)) Ap 10 yr 2/2 - f s-1 loose 24-88 fill i 10 r 2.5/1 M-c s Single grain Loose 88- fill 2,5y 4/4 881 7.5y 4/4 20 L s&g 10 granular loose 1091) 109- Ob 1 7,5 yr 2.5/1 sticky 121 Additional Notes observed water 88 Soil Evaluator Exam 11/94 Soil Scientist Jan. 94 Signed.- SOIL S U1 TA B ILI TY FOR STORM WA TER MA NA GEMEN T SYSTEM SITE: DPW Osgood Street North Andover DATE: 5/16 SOIL EVALUATOR/SOIL SCIENTIST: Steven Erlksen Deep Observation Hole Number it it Matrix: Redoximorphic.Features Soil Coarse Fragments Sol] Structure Soil Horizon/ Color-Moist (moftles) Texture % by Volume Consistence Other Depth (in.) Layer (Munsell) (USDA) (Moist) Depth Color Percent Gravel Cobbles &Stones 0-20 10 yr 2/2 fsl loose Ap 20-38)1 it 10 yr 4/6 Is massive firm 1 38-921 Fill 1 Or 2.5 me s Single grain loose 92-109 Fill 10 yr 5/4 92 7.5yr 3/4 30 Is Single grain loose 109- fill 10 yr 4/4 Is friable loose 114 114- Ob 1 10 r 2.5/1 I sticky friable 134 134- C5b 5y 52 lsg Very fri-able loose 144 Additional Notes observed water 92 Sol! Evaluator Exam 11/94 Soil Scientist Jan. 94 Signed: S OIL S U1 TA BIL I TY FOR S TOP WA TER MA NA GEMEN T S YS TEM SITE: DPW Osgood Street North Andover DATE.- 5/16 SOIL EVALUATOR/SOIL SCIENTIST: Steven Erma Deep Observation Hole Number:-3- Sol! Soil Matrixi. Redoximorphic Features Soil Coarse Fragments Soil Structure Soil Depth Horizon/ Color-Moist (mottles) Texture % by Volume Consistence Other Layer (Munsell) (USDA) (Moist) (in.) Depth Color Percent Gravel Cobbles &Stones M paveme rat 3-14 Fill 7.5yr 4/6 mfs Single grain Loose 5y 4/4 10 Silt loam 10 Very friable 14-2410 Fill 10 yr 5/6 24 24- fill 6/10 bg Clay loam sticky 108 108- Ob 7.5yr 2.5/1 loam 132 132- CO 5y 6/1 mf Is loose Single grain 146 Additional Notes observed water 24 Soil Evaluator Exam 11/94 Soil Scientist jars. 94 Signed: SOIL SUITABILITY FOR S TORMI&A TER MAMA GEMENT S YS TEM SITE: DPW Osgood Street North Andover DATE: 56/16 SOIL EVALUATOR/SOIL SCIENTIST: Steven Eriles Deep Observation Hole Number: 4 Soil Soil Matrix: Redoximorphic Features Soil Coarse Fragments Sol!Structure Soil Depth Horizon/ Color-Moist (mottles) Texture % by Volume Consistence Other (in.) Layer (Munsell) (USDA) (Moist) Depth Color Percent Gravel Cobbles &Stones M paveme, rat t 3-12 31 Fill 7.5yr 4/6 M-C S Single grain Loose 12-5313 Fill 5y 513 32" 7.5y 2/2 40 vfsl 10 massive Very friable 53-725) fill L2.5y46 sl mixed sticky loose with ash ® Ob 75y 2- l muck 113- C4 5y 5/1 silt massive platy Varved 13811 layers Additional Notes observed water 3211 Soil Evaluator Exam 11/94 Soil Scientist Jan. 94 Signed: EXISTING CONDITIONS RUNOFF CALCULATIONS (27 107 25 & 100 YEAR STORMS) IMPROVEMENTS TO THE PUBLIC WORKS + BUILDING LOCUS MV BID ALTERNATE WORK BASE BIDWORK r--------------------------------------ir-------------------------------------� I 1 1 1 NORTH AMMMI R,MA 1 Su Rom■ AIM1 1 1 �.�►ar tioaog 1 Ns►ow HOW ANIM 1 a9e�9a 11 — o $a 1 COCHICHEWICK BROOK N pJW oearnwou m a a1 mom wow 1 1� 'r' or s •' �. 1 _ x 4f1 -- - 1 - - - ------�� _ 1 CSS ARCHITECTS INC. g 1W - - g a _ - - -107 Audubon Road fi 4E _ 3 _ 1 1 Bu 11,ing 2,Suite 300 - c �"a Wakefield,MA 01880 F� - --- _ _ _ - ` �' , `�` / .._. .. ..,css@cssarch tects.com 1 ���� e 1 e � 1 E OVER - - 1 s a a 1 t - = 15W 3 - lOT AREA MWOL r _ ENGINEERING 1 ;_ � - OLINDEN PARTNERS LLC t = 100 TradeCenter,Suite G700 g 1 - Woburn,MA 01 8 01-1 851 Tel:(781)933-3711 2 1 _ _ -��- - -� - Fax:(781)287-1277 r = - Email:lep@lindeneng.com WAYNE STREET WAYNE STREET CnwwroW g g s _ & g m NF QSSMINA RFNGAS`,1y 1 NF-U%N OF _ € -S _ s€ 1 1 .�d '►, 1 - a - f - u _ Vim= I � _ #i OF I f SRJCX40K FM �U_ 3Le1 Or 4 - L.................................... J Title: DOFnNG WATEL*M PLAN Scale: 1'•4W Date: V MAY,i Drawn:W.AJ, Checked: WAUM Project No: WS-1 EXISTING CONDITIONS RUNOFF CALCULATIONS B2 Runoff from r ar of site 5 E 4 E 1 E to Broo Northerly portion of rear Main portion of rear of Main portion of front of of site to Brook site to Brook site to Brook 6E 7E 2E 3E Rear of site Rear of site Front of site to Wayne Front of site to Osgood northwesterly to Brook southwesterly to Wayne Street Northwesterly Street at Wayne Street Street Subcat Reach Pond Link Routing Diagram for Existing Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC EHyd roCAD®®10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.455 61 >75% Grass cover, Good, HSG B (1 E, 2E, 3E, 4E, 7E) 0.196 85 Gravel roads, HSG B (4E3 5E7 6E, 7E) 0.865 98 Paved parking, HSG B (3E, 4E, 5E, 6E, 7E) 0.260 98 Paved roads w/curbs&sewers, HSG B (1 E, 2E) 0.143 98 Roofs, HSG B (1 E, 2E, 4E, 7E) 1.920 88 TOTAL AREA North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 1.920 HSG B 1 E, 2E7 3E7 4E7 5E7 6E7 7E 0.000 HSG C 0.000 HSG D 0.000 Other 1.920 TOTAL AREA North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-6 HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.455 0.000 0.000 0.000 0.455 >75% Grass cover, Good 1 E, 2E, 3E9 4E, 7E 0.000 0.196 0.000 0.000 0.000 0.196 Gravel roads 4E7 5E, 6E, 7E 0.000 0.865 0.000 0.000 0.000 0.865 Paved parking 3E, 4E, 5E, 6E, 7E 0.000 0.260 0.000 0.000 0.000 0.260 Paved roads w/curbs &sewers 1 E, 2E 0.000 0.143 0.000 0.000 0.000 0.143 Roofs 1 E, 2 E, 4 E, 7E 0.000 1.920 0.000 0.000 0.000 1.920 TOTAL AREA North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 E: Main portion of front of site to Runoff Area=22,716 sf 50.63% Impervious Runoff Depth=1.40" Flow Length=132' Tc=6.0 min CN=80 Runoff=0.85 cfs 0.061 of Subcatchment2E: Front of site to Wayne Street Runoff Area=4,019 sf 39.31% Impervious Runoff Depth=1.15" Flow Length=32' Slope=0.0080 '/' Tc=6.0 min CN=76 Runoff=0.12 cfs 0.009 of Subcatchment3E: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=1.09" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.02 cfs 0.001 of Subcatchment4E: Main portion of rear of site to Runoff Area=26,022 sf 72.19% Impervious Runoff Depth=2.26" Flow Length=134' Tc=6.0 min CN=91 Runoff=1.56 cfs 0.112 of Subcatchment5E: Northerly portion of rear of site Runoff Area=5,124 sf 54.78% Impervious Runoff Depth=2.35" Flow Length=103' Tc=6.0 min CN=92 Runoff=0.32 cfs 0.023 of Subcatchment6E: Rear of site northwesterly to Runoff Area=3,363 sf 82.81% Impervious Runoff Depth=2.75" Flow Length=106' Tc=6.0 min CN=96 Runoff=0.23 cfs 0.018 of Subcatchment7E: Rear of site southwesterlyto Runoff Area=21,679 sf 80.88% Impervious Runoff Depth=2.54" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=1.42 cfs 0.106 of Reach 132: Runoff from rear of site to Brook Inflow=2.10 cfs 0.153 of Outflow=2.10 cfs 0.153 of Total Runoff Area = 1.920 ac Runoff Volume = 0.330 of Average Runoff Depth = 2.06" 33.93% Pervious = 0.651 ac 66.07% Impervious = 1.268 ac North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1E: Main portion of front of site to Brook Runoff = 0.85 cfs @ 12.09 hrs, Volume= 0.061 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 924 98 Roofs, HSG B 105576 98 Paved roads w/curbs & sewers, HSG B 115216 61 >75% Grass cover, Good, HSG B 225716 80 Weighted Average 115216 49.37% Pervious Area 115500 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 52 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0450 3.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5 132 Total, Increased to minimum Tc = 6.0 min Subcatchment 1E: Main portion of front of site to Brook Hydrograph 0.85 cfs El Runoff 0.9l' 11............ Type III 24-hr 2 year Rainfall=3.20" 0.7 Runoff Area=22,716 sf 0021 0.6 / Runoff Volume=0.061 of Runoff Depth=1.40"*ftwoo � 0 5 Flow Length=132' ° 0.411- Tc=6.0 m i n U. CN=80 0.1 i / ma �/.%/ �,r/G /i jib v/" � �%�r�i"i//'//�// /,%! / !/rig/� AzI i/ v i r / O i /i i„/r rr /rr rr///// /rr ri Jill 0 c,/ f �','/ ///,r /',///,r/'//,rrirr i/ r i /, 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2E: Front of site to Wayne Street Northwesterly Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 823 98 Roofs, HSG B 757 98 Paved roads w/curbs & sewers, HSG B 2,439 61 >75% Grass cover, Good, HSG B 47019 76 Weighted Average 27439 60.69% Pervious Area 13580 39.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 32 0.0080 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 5.7 32 Total, Increased to minimum Tc = 6.0 min Subcatchment 2E: Front of site to Wayne Street Northwesterly Hydrograph 0.13 0. 12 cfs El Runoff 0.121- % Type III 24-hr 0.11 2 year Rainfall=3.20" 0.1 / Runoff Area=4,019 sf 0.09 % Runoff Volume=0.009 of 4 � Runoff Depth=1.15" 0.07 Flow Length=32' c 0.06 Slope=0.0080T 0.051 , Tc=6.0 min n 0.0411 CN=76 0.01 / ; ex aw %�' /���/�� r r 0 "%��� 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3E: Front of site to Osgood Street at Wayne Street Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.001 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3E: Front of site to Osgood Street at Wayne Street Hydrograph _ 0.022 0.02 cfs ElRunoff 0.02l Type III 24-hr 0.0 18 2 year Rainfall=3.20" 0 0 16 11111111111 Runoff Area=709 sf -� 0.014 Runoff Volume=0.001 of Runoff Depth=1.09" 0.012 Flow Length=61' � c 0.01 Tc=6.0 m i n U. 0.00811 CN=75 0.002 "/l 10 0 ;620/2/ppoo `201/ %%� / 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4E: Main portion of rear of site to Brook Runoff = 1.56 cfs @ 12.09 hrs, Volume= 0.112 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 2,227 98 Roofs, HSG B 165557 98 Paved parking, HSG B 3,200 85 Gravel roads, HSG B 4,038 61 >75% Grass cover, Good, HSG B 265022 91 Weighted Average 77238 27.81% Pervious Area 185784 72.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.5 66 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 18 0.1350 2.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 134 Total, Increased to minimum Tc = 6.0 min Subcatchment 4E: Main portion of rear of site to Brook Hydrograph 1 .56 cfs El Runoff Type III 24-hr 2 year Rainfall=3.20" ff Area=26,022 R nf u o s 002=%% Runoff Volume=0.112,af 1 % RunoffDepth=2.26" Flow Length=134' ° Tc=6.0 m i n U. i' CN=91 III,III,!!III III,III!III Ir 0 r 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 5E: Northerly portion of rear of site to Brook Runoff = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 2,807 98 Paved parking, HSG B 2,317 85 Gravel roads, HSG B 5,124 92 Weighted Average 2,317 45.22% Pervious Area 27807 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 30 0.0120 0.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 40 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 33 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 5E: Northerly portion of rear of site to Brook Hydrograph 0.35- 0.32 cfs El Runoff Type III 24-hr 2 year Rainfall=3.20" 0.25- Runoff Area=5,124 sf ;% 0 Runoff Volume=0.023 of 0.2- Runoff Depth=2.35" ,r Flow Length=103' ° 0.151- ' Tc=6.0 m i n U. CN=92 0.1 muuum is 0.05 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 6E: Rear of site northwesterly to Brook Runoff = 0.23 cfs @ 12.08 hrs, Volume= 0.018 af, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 2,785 98 Paved parking, HSG B 578 85 Gravel roads, HSG B 3,363 96 Weighted Average 578 17.19% Pervious Area 27785 82.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 39 0.0130 0.96 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 67 0.0080 1.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 106 Total, Increased to minimum Tc = 6.0 min Subcatchment 6E: Rear of site northwesterly to Brook Hydrograph 0.23 cfs El Runoff 0.24- Type III 24-hr % 2 year Rainfall=3.20" Runoff Area=3,363 sf 0.180.16 / Runoff Volume=0.018 of Runoff Depth=2.75" �.- 0.14 � �j 0.121- Flow Length=106' Tc=6.0 m'i n 0.11' CN=96 Ilum / l mumm i 0.04 0.02 ��% %/%r�'"/���i!/�!., i i� ire 0 Jill ; �," ; i° , i'i, is e ;�i';/%��,��i,e; � ii, ��' �' i i�i'r,� i, �,; ri 1 111111111111 11 11 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 7E: Rear of site southwesterly to Wayne Street Runoff = 1.42 cfs @ 12.08 hrs, Volume= 0.106 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 2,269 98 Roofs, HSG B 155264 98 Paved parking, HSG B 2,449 85 Gravel roads, HSG B 1,697 61 >75% Grass cover, Good, HSG B 215679 94 Weighted Average 41146 19.12% Pervious Area 175533 80.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7E: Rear of site southwesterly to Wayne Street Hydrograph 1 .42 cfs El Runoff Type III 24-hr 2 year Rainfall=3.20" Runoff Area=21,679 sf Runoff Volume 0.106 of ! Runoff Depth=2.54" Flow Length=103' ° Slope=0.0140 '/' U. Tc=6.0 m i n / CN=94 10 r r r'i',, /% .r� � ii o r�Lcr //// //�%////<�/i /L r/,//,i,,,.�/� �� � ,/rr/rrr/rr//l�/r l%� O 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 13 Summary for Reach B2: Runoff from rear of site to Brook Inflow Area = 0.792 ac, 70.64% Impervious, Inflow Depth = 2.32" for 2 year event Inflow = 2.10 cfs @ 12.09 hrs, Volume= 0.153 of Outflow = 2.10 cfs @ 12.09 hrs, Volume= 0.153 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach B2: Runoff from rear of site to Brook Hydrograph EM I nflow 2. 1cfs � El Outflow Inflow Area=0.792 ac 2 %#MM00 0 U. r /r 6 0 0124/ V�100- On V W11114 Z L/ /r✓/a/r i//'i/r/ 111111 1 �� 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 14 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 E: Main portion of front of site to Runoff Area=22,716 sf 50.63% Impervious Runoff Depth=2.72" Flow Length=132' Tc=6.0 min CN=80 Runoff=1.66 cfs 0.118 of Subcatchment2E: Front of site to Wayne Street Runoff Area=4,019 sf 39.31% Impervious Runoff Depth=2.37" Flow Length=32' Slope=0.0080 '/' Tc=6.0 min CN=76 Runoff=0.26 cfs 0.018 of Subcatchment3E: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=2.29" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.04 cfs 0.003 of Subcatchment4E: Main portion of rear of site to Runoff Area=26,022 sf 72.19% Impervious Runoff Depth=3.79" Flow Length=134' Tc=6.0 min CN=91 Runoff=2.55 cfs 0.189 of Subcatchment5E: Northerly portion of rear of site Runoff Area=5,124 sf 54.78% Impervious Runoff Depth=3.89" Flow Length=103' Tc=6.0 min CN=92 Runoff=0.51 cfs 0.038 of Subcatchment6E: Rear of site northwesterly to Runoff Area=3,363 sf 82.81% Impervious Runoff Depth=4.33" Flow Length=106' Tc=6.0 min CN=96 Runoff=0.36 cfs 0.028 of Subcatchment7E: Rear of site southwesterlyto Runoff Area=21,679 sf 80.88% Impervious Runoff Depth=4.11" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=2.24 cfs 0.170 of Reach 132: Runoff from rear of site to Brook Inflow=3.41 cfs 0.255 of Outflow=3.41 cfs 0.255 of Total Runoff Area = 1.920 ac Runoff Volume = 0.565 of Average Runoff Depth = 3.53" 33.93% Pervious = 0.651 ac 66.07% Impervious = 1.268 ac North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1E: Main portion of front of site to Brook Runoff = 1.66 cfs @ 12.09 hrs, Volume= 0.118 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 924 98 Roofs, HSG B 105576 98 Paved roads w/curbs & sewers, HSG B 115216 61 >75% Grass cover, Good, HSG B 225716 80 Weighted Average 115216 49.37% Pervious Area 115500 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 52 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0450 3.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5 132 Total, Increased to minimum Tc = 6.0 min Subcatchment 1E: Main portion of front of site to Brook Hydrograph 1 .66 cfs El Runoff Type III 24-hr 10 year Rainfall=4.80" Runoff Area=22,716 sf Runoff Volume=0.118 of 1 Runoff Depth=2.72" `•- Flow Length=132' o Tc=6.0 m i n U. CN=80 i r O r 0 /%�/ir',0�,//�„//r/��d ov r/i G�ir'Gr i.� � 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2E: Front of site to Wayne Street Northwesterly Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.018 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 823 98 Roofs, HSG B 757 98 Paved roads w/curbs & sewers, HSG B 2,439 61 >75% Grass cover, Good, HSG B 47019 76 Weighted Average 27439 60.69% Pervious Area 13580 39.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 32 0.0080 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 5.7 32 Total, Increased to minimum Tc = 6.0 min Subcatchment 2E: Front of site to Wayne Street Northwesterly Hydrograph 0.28 0.26 cfs El Runoff 0.26� Type III 24-hr 0.241 10 year Rainfall=4.80" Runoff Area-4,019 sf ... 0 18 % Runoff Volume=0.018 of . 0.16 Runoff Depth=2.37" 0.14 Flow Length=32' ° 0.12 Slope=0.0080 T U. Tc=6.0 m'i n CN=760.04 0.02 rG/j/8UWA/11/241/01/818 /i�/ ,�/��,d/�i,/ % /'//�%;/i✓'%„"%/"//,,�r� 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 3E: Front of site to Osgood Street at Wayne Street Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3E: Front of site to Osgood Street at Wayne Street Hydrograph 0.04 cfs El Runoff 0.045� Type III 24-hr 10 year Rainfall=4.80" 0-035�" / Runoff Area=709 sf ! Runoff Volume=0.003 of 0.03 Runoff Depth=2.29" " 0.025 Flow Length=61' ° 0.02 Tc=6.0 m i n U. CN=75 0.015^uuuuu....muuum r muuum 0■0 1 0.005 / 00" 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4E: Main portion of rear of site to Brook Runoff = 2.55 cfs @ 12.08 hrs, Volume= 0.189 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 2,227 98 Roofs, HSG B 165557 98 Paved parking, HSG B 3,200 85 Gravel roads, HSG B 4,038 61 >75% Grass cover, Good, HSG B 265022 91 Weighted Average 77238 27.81% Pervious Area 185784 72.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.5 66 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 18 0.1350 2.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 134 Total, Increased to minimum Tc = 6.0 min Subcatchment 4E: Main portion of rear of site to Brook Hydrograph 2.55 cfs El Runoff Type III 24-hr j 10 year Rainfall=4.80" 2 �% Runoff Area=26,022 sf002=%% _ Runoff Volume=0.189 of Runoff Depth=3.79" Flow Length=134' / — Tc=6.0 m i n CN=91 s, r r 0 i 'fir rr/ ,,, i'/ iL iG/ ";/,,/a��,�r/ r r/,r/r i'/ iL iG/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 5E: Northerly portion of rear of site to Brook Runoff = 0.51 cfs @ 12.08 hrs, Volume= 0.038 af, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 2,807 98 Paved parking, HSG B 2,317 85 Gravel roads, HSG B 5,124 92 Weighted Average 2,317 45.22% Pervious Area 27807 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 30 0.0120 0.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 40 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 33 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 5E: Northerly portion of rear of site to Brook Hydrograph 0.551- 0.51 cfs El Runoff 0.5 Type III 24-hr year 10 Rainfall=4.80 Runoff Area=5,124 sf 0.4 - Runoff Volume=0.038 of 0.35 Runoff Depth=3.89" 0.3 Flow Length=103' o � 0.25,11Tc=6.0 m i n U. CN=92 0ro 1 5■ muum I /r� I I I I I I I j 0.1 0.05 ` rr, r r / r r ,ii r Jill .O,/ i L /i�r 0 1 1 1 717-717-71771 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 6E: Rear of site northwesterly to Brook Runoff = 0.36 cfs @ 12.08 hrs, Volume= 0.028 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 2,785 98 Paved parking, HSG B 578 85 Gravel roads, HSG B 3,363 96 Weighted Average 578 17.19% Pervious Area 27785 82.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 39 0.0130 0.96 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 67 0.0080 1.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 106 Total, Increased to minimum Tc = 6.0 min Subcatchment 6E: Rear of site northwesterly to Brook Hydrograph 0.36 cfs El Runoff i 0.3 5 Type III 24-hr / 10 year Rainfall=4.80" 0.3 / Runoff Area=3,363 sf Runoff Volume=0.028 of 0.25 Runoff Depth=4.33" 0.2 Flow Length=106' 0 Tc=6.0 min - CN=96 0.1 0.05 i/:,// ,/ Jill / i ,rr//r/r/r// /,/��r/ ,r/ 011 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 7E: Rear of site southwesterly to Wayne Street Runoff = 2.24 cfs @ 12.08 hrs, Volume= 0.170 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 2,269 98 Roofs, HSG B 155264 98 Paved parking, HSG B 2,449 85 Gravel roads, HSG B 1,697 61 >75% Grass cover, Good, HSG B 215679 94 Weighted Average 41146 19.12% Pervious Area 175533 80.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7E: Rear of site southwesterly to Wayne Street Hydrograph 2.24 cfs El Runoff Type III 24-hr 2 10 year Rainfall=4.80" �j Runoff Area=21,679 sf Runoff Volume=0.170 of Runoff Depth=4.1 1 wl Flow Length=103' ° ;; Slope=0.0140 '/' U. Tc=6.0 m'i n f CN=94 r r rr s UO3/0'// r ",/r,/'/r,rr, >' .r "„/r,/r/�/r,/r "�//>///�, ,'/�rr, r"/>,.� "/r, r r r>'r%Lr Lr r/,/%%ar/�/r/r/o r/ r'L�/�ri%/r,rrr%r"",,//r /r//�// /r/rr//r%r i/ rr�//�rrr�r/r/ r�%����r/�/r/r/r "r r/r/L�r/r r/r l�//�/�7>Lr%Z/r Lr L>,r�//�er/,,,"r/�r/r/L�r/r r/r%/" 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 22 Summary for Reach B2: Runoff from rear of site to Brook Inflow Area = 0.792 ac, 70.64% Impervious, Inflow Depth = 3.86" for 10 year event Inflow = 3.41 cfs @ 12.08 hrs, Vol u me= 0.255 of Outflow = 3.41 cfs @ 12.08 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach B2: Runoff from rear of site to Brook Hydrograph -nA A I nflow 3.41 cfs E Outflow Inflow Area=0.792 ac 3 000\ 2 � r 0 U. / uuuuu "r i0 �,. %� / i // ' /G Lr LrZ/Lri /r//✓/�i r/r/��//r/�r//o''�r/iris" 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 23 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 E: Main portion of front of site to Runoff Area=22,716 sf 50.63% Impervious Runoff Depth=3.78" Flow Length=132' Tc=6.0 min CN=80 Runoff=2.30 cfs 0.164 of Subcatchment2E: Front of site to Wayne Street Runoff Area=4,019 sf 39.31% Impervious Runoff Depth=3.38" Flow Length=32' Slope=0.0080 '/' Tc=6.0 min CN=76 Runoff=0.37 cfs 0.026 of Subcatchment3E: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=3.28" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.06 cfs 0.004 of Subcatchment4E: Main portion of rear of site to Runoff Area=26,022 sf 72.19% Impervious Runoff Depth=4.96" Flow Length=134' Tc=6.0 min CN=91 Runoff=3.28 cfs 0.247 of Subcatchment5E: Northerly portion of rear of site Runoff Area=5,124 sf 54.78% Impervious Runoff Depth=5.07" Flow Length=103' Tc=6.0 min CN=92 Runoff=0.66 cfs 0.050 of Subcatchment6E: Rear of site northwesterly to Runoff Area=3,363 sf 82.81% Impervious Runoff Depth=5.53" Flow Length=106' Tc=6.0 min CN=96 Runoff=0.45 cfs 0.036 of Subcatchment7E: Rear of site southwesterlyto Runoff Area=21,679 sf 80.88% Impervious Runoff Depth=5.30" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=2.84 cfs 0.220 of Reach 132: Runoff from rear of site to Brook Inflow=4.39 cfs 0.332 of Outflow=4.39 cfs 0.332 of Total Runoff Area = 1.920 ac Runoff Volume = 0.746 of Average Runoff Depth = 4.67" 33.93% Pervious = 0.651 ac 66.07% Impervious = 1.268 ac North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1E: Main portion of front of site to Brook Runoff = 2.30 cfs @ 12.09 hrs, Volume= 0.164 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 924 98 Roofs, HSG B 105576 98 Paved roads w/curbs & sewers, HSG B 115216 61 >75% Grass cover, Good, HSG B 225716 80 Weighted Average 115216 49.37% Pervious Area 115500 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 52 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0450 3.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5 132 Total, Increased to minimum Tc = 6.0 min Subcatchment 1E: Main portion of front of site to Brook Hydrograph 2.3 0 cfs El Runoff Type III 24-hr 25 year Rainfall=6.00"2 Runoff Area=22,716 sf 0021 Runoff Volume=0.164 of Runoff Depth=3.78" Flow Length=132' 0 Tc=6.0 m i n CN=80 , ,,.;'%//-1 0 //��ir',0�,///„/fir/��di"r/i/i,ri/i,���' LPL/irk,% r/i�,-/� Jill Jill 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 2E: Front of site to Wayne Street Northwesterly Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 823 98 Roofs, HSG B 757 98 Paved roads w/curbs & sewers, HSG B 2,439 61 >75% Grass cover, Good, HSG B 47019 76 Weighted Average 27439 60.69% Pervious Area 13580 39.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 32 0.0080 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 5.7 32 Total, Increased to minimum Tc = 6.0 min Subcatchment 2E: Front of site to Wayne Street Northwesterly Hydrograph 0.4- 0.37 cfs Runoff Type III 24-hr 0.3 5 25 year Rainfall=6.00" 0.3 / Runoff Area=4,019f s Runoff Volume=0.026 of 00"' 0.25 -- �! Runoff Depth=3.38" 0.2- Flow Length=32" ° Slope=0.0080 T 0.151- Tc=6.0 m i n 0.1 CN=76 a v Jill�i�/fir ar/,/���r/'��>�r/'r/',r'r 01 11 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 3E: Front of site to Osgood Street at Wayne Street Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3E: Front of site to Osgood Street at Wayne Street Hydrograph 0.07 0.06 cfs El Runoff 0.065�11 Type III 24-hr 0.0&� j 25 year Rainfall=6.00" Runoff Area=709 sf 0.045 % Runoff Volume=0.004 of 0.04 / Runoff Depth=3.28" Nampo �: Flow Length=61'0 035� ' �� o 0.0311Tc=6.0�'` m i n U. 0 025 CN=75 IIIIIIIIIII %;�' 0.0 15 ����������� 0.01 0.005 Jil 0 //,d o//�it G/�i G G ar/r i//>i//,//i/,//i/i//G Z Gr/r /%r'i,///r i r//>i r/r,//i/,//i/i G G Z G G/i/ o,,✓ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 4E: Main portion of rear of site to Brook Runoff = 3.28 cfs @ 12.08 hrs, Volume= 0.247 af, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 2,227 98 Roofs, HSG B 165557 98 Paved parking, HSG B 3,200 85 Gravel roads, HSG B 4,038 61 >75% Grass cover, Good, HSG B 265022 91 Weighted Average 77238 27.81% Pervious Area 185784 72.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.5 66 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 18 0.1350 2.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 134 Total, Increased to minimum Tc = 6.0 min Subcatchment 4E: Main portion of rear of site to Brook Hydrograph 3.2 8 cfs El Runoff Type III 24-hr 3- % 25 year Rainfall=6.00" Runoff Area=26,022 sf 002=%% Runoff Volume=0.247 of Runoff Depth=4.96"2 Flow Length=134' 0— Tc=6.0 m i n U. CN=91_ S' Ill 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 5E: Northerly portion of rear of site to Brook Runoff = 0.66 cfs @ 12.08 hrs, Volume= 0.050 af, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 2,807 98 Paved parking, HSG B 2,317 85 Gravel roads, HSG B 5,124 92 Weighted Average 2,317 45.22% Pervious Area 27807 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 30 0.0120 0.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 40 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 33 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 5E: Northerly portion of rear of site to Brook Hydrograph - El 0.66 cfs Runoff 0.7 Type III 24-hr 0.6 j 25 year Rainfall=6.00" Runoff Area=5,124 sf 0.5— Runoff Volume=0.050 of Runoff Depth=5.07" 0.4 Flow Length=103' 0 0.31- Tc=6.0 m i n mumim CN=92 0.1 , i>'�i�>'��/��„ „',� „ 1low L�%�//✓,r'�/'/'� �r�r��r o 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 6E: Rear of site northwesterly to Brook Runoff = 0.45 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 2,785 98 Paved parking, HSG B 578 85 Gravel roads, HSG B 3,363 96 Weighted Average 578 17.19% Pervious Area 27785 82.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 39 0.0130 0.96 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 67 0.0080 1.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 106 Total, Increased to minimum Tc = 6.0 min Subcatchment 6E: Rear of site northwesterly to Brook Hydrograph 0.5 Runoff 0.45 cfs El 0.45 Type 0.4 III 24-hr 25 year Rainfall=6.00" 0.35 ,,. Runoff Area=3,363 sf - - - - - Runoff Volume=0.036 of 0.3 ,! Runoff Depth=5.53" Nampo 0.25 Flow Length=106' 0 Tc=6.0 m i n U. 0.211 CN=96 0.15 0.1 0.05 /i,��!i'v i 0Jill 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 7E: Rear of site southwesterly to Wayne Street Runoff = 2.84 cfs @ 12.08 hrs, Volume= 0.220 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 2,269 98 Roofs, HSG B 155264 98 Paved parking, HSG B 2,449 85 Gravel roads, HSG B 1,697 61 >75% Grass cover, Good, HSG B 215679 94 Weighted Average 41146 19.12% Pervious Area 175533 80.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7E: Rear of site southwesterly to Wayne Street Hydrograph 2.84 cfs El Runoff 3� Type III 24-hr 25 year Rainfall=6.00" Runoff Area=21,679 sf 2 ;% Runoff Volume=0.220 a ! Runoff Depth=5.30" Flow Length=103' ° Slope=0.0140 '/' U. / Tc=6.0 m i n CN=94 1101111 r/r' r r 0 i�//v,/"! />'/�r 7 0'/!�/i%r rZ�/%'r� />/>,��//r,/>/%.,%j/i %Lrd,///// „/r/'/o ' � /Lr Lr r//r,//��'ar',,,./r///r 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 31 Summary for Reach B2: Runoff from rear of site to Brook Inflow Area = 0.792 ac, 70.64% Impervious, Inflow Depth = 5.03" for 25 year event Inflow = 4.39 cfs @ 12.08 hrs, Vol u me= 0.332 of Outflow = 4.39 cfs @ 12.08 hrs, Volume= 0.332 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach B2: Runoff from rear of site to Brook Hydrograph A n e% EM I nflow 4.3 9 El Outflow Inflow Area=0.792 ac 4 3 j 0 U. 2 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type /// 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 32 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 E: Main portion of front of site to Runoff Area=22,716 sf 50.63% Impervious Runoff Depth=6.19" Flow Length=132' Tc=6.0 min CN=80 Runoff=3.71 cfs 0.269 of Subcatchment2E: Front of site to Wayne Street Runoff Area=4,019 sf 39.31% Impervious Runoff Depth=5.71" Flow Length=32' Slope=0.0080 '/' Tc=6.0 min CN=76 Runoff=0.61 cfs 0.044 of Subcatchment3E: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=5.59" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.11 cfs 0.008 of Subcatchment4E: Main portion of rear of site to Runoff Area=26,022 sf 72.19% Impervious Runoff Depth=7.52" Flow Length=134' Tc=6.0 min CN=91 Runoff=4.86 cfs 0.374 of Subcatchment5E: Northerly portion of rear of site Runoff Area=5,124 sf 54.78% Impervious Runoff Depth=7.64" Flow Length=103' Tc=6.0 min CN=92 Runoff=0.96 cfs 0.075 of Subcatchment6E: Rear of site northwesterly to Runoff Area=3,363 sf 82.81% Impervious Runoff Depth=8.12" Flow Length=106' Tc=6.0 min CN=96 Runoff=0.65 cfs 0.052 of Subcatchment7E: Rear of site southwesterlyto Runoff Area=21,679 sf 80.88% Impervious Runoff Depth=7.88" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=4.14 cfs 0.327 of Reach 132: Runoff from rear of site to Brook Inflow=6.47 cfs 0.501 of Outflow=6.47 cfs 0.501 of Total Runoff Area = 1.920 ac Runoff Volume = 1.149 of Average Runoff Depth = 7.18" 33.93% Pervious = 0.651 ac 66.07% Impervious = 1.268 ac North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1E: Main portion of front of site to Brook Runoff = 3.71 cfs @ 12.09 hrs, Volume= 0.269 af, Depth= 6.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 924 98 Roofs, HSG B 105576 98 Paved roads w/curbs & sewers, HSG B 115216 61 >75% Grass cover, Good, HSG B 225716 80 Weighted Average 115216 49.37% Pervious Area 115500 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 52 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0450 3.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5 132 Total, Increased to minimum Tc = 6.0 min Subcatchment 1E: Main portion of front of site to Brook Hydrograph 4 3.71 cfs El Runoff Type III 24-hr 100 year Rainfall=8.60" 3 % Runoff Area=22,716 sf Runoff Volume=0.269 of 002mi �! Runoff Depth=6.19" *ftmoo - 2- Flow Length=132' 0— Tc=6.0 m i n U. CN=80 2 >> r > > 0 >r 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2E: Front of site to Wayne Street Northwesterly Runoff = 0.61 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 823 98 Roofs, HSG B 757 98 Paved roads w/curbs & sewers, HSG B 2,439 61 >75% Grass cover, Good, HSG B 47019 76 Weighted Average 27439 60.69% Pervious Area 13580 39.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 32 0.0080 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 5.7 32 Total, Increased to minimum Tc = 6.0 min Subcatchment 2E: Front of site to Wayne Street Northwesterly Hydrograph 0.65 0.61 cfs El Runoff 0.& '% Type III 24-hr 0.55 / 100 year Rainfall=8.60" 0.5 ������������� Runoff Area=4,019 sf 0.45 Runoff Volume=0.044 of 0.4 Runoff Depth=5.71 0.35 Flow Length=32' ° 0.3 Slope=0.0080 T u- 0.25, %., Tc=6.0 m i n 0.211 CN=76 0 1 0 5 ��' //, 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 3E: Front of site to Osgood Street at Wayne Street Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3E: Front of site to Osgood Street at Wayne Street Hydrograph 0.11 0. 11 cfs Type III 24-hr Runoff 0.1 -100 year Rainfall=8.60" 0.09 % Runoff Area=709 sf 0.08 % Runoff Volume=0.008 of 0.07 Runoff Depth=5.59" Nampo 0 0.06 Flow Length=61' 0 0.0511- Tc=6.0 m i n CN=75 0.02 0.01 / � /0 , / / i / / / % / i/ i /i Jill Iloilo 111111111111 111111 go 111111111 11 11 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 4E: Main portion of rear of site to Brook Runoff = 4.86 cfs @ 12.08 hrs, Volume= 0.374 af, Depth= 7.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 2,227 98 Roofs, HSG B 165557 98 Paved parking, HSG B 3,200 85 Gravel roads, HSG B 4,038 61 >75% Grass cover, Good, HSG B 265022 91 Weighted Average 77238 27.81% Pervious Area 185784 72.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.5 66 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 18 0.1350 2.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 134 Total, Increased to minimum Tc = 6.0 min Subcatchment 4E: Main portion of rear of site to Brook Hydrograph 4.8 6 cfsEl Runoff Type III 24-hr 100 year Rainfall=8.60" 4 Runoff Area=26,022 sf Runoff Volume=0.374 of 4 - 0021 Runoff Depth=7.52" Flow Length=134' — - - - - - - - - - - - - - - -Tc=6.0 m i n U. CN=91 d' FS/U 1771 s � i--az 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 5E: Northerly portion of rear of site to Brook Runoff = 0.96 cfs @ 12.08 hrs, Volume= 0.075 af, Depth= 7.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 2,807 98 Paved parking, HSG B 2,317 85 Gravel roads, HSG B 5,124 92 Weighted Average 2,317 45.22% Pervious Area 27807 54.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 30 0.0120 0.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 40 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 33 0.0030 1.11 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 5E: Northerly portion of rear of site to Brook Hydrograph 0.96 cfs / T e III 24-hr El Runoff yp 100 year Rainfall=8.60" Runoff Area=5,124 sf 0021 Runoff Volume=0.075 af ! Runoff Depth=7.64" Flow Length=103' / — Tc=6.0 m i n U. r/ CN=92 / 11 s r/r' r r r/ /.ir/ �,/ /> r r / oil /r%v,/.! / / /7r�Z ram/ "/r,!r��� //, / r�r/�/r / ,/r,!� !r !r/�%/fir /r j/ %�/r, r Jill 11 111="�Mlllll go III %Lrd,////% � /Lr Lr r/�r,� .,../ ��,/'lr //r/r�>r r r�/tea/,�/ %/ 0go 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 6E: Rear of site northwesterly to Brook Runoff = 0.65 cfs @ 12.08 hrs, Volume= 0.052 af, Depth= 8.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 2,785 98 Paved parking, HSG B 578 85 Gravel roads, HSG B 3,363 96 Weighted Average 578 17.19% Pervious Area 27785 82.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 39 0.0130 0.96 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 67 0.0080 1.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 106 Total, Increased to minimum Tc = 6.0 min Subcatchment 6E: Rear of site northwesterly to Brook Hydrograph 0.7 0.65 cfs El Runoff Type III 24-hr � 100 year Rainfall=8.60" Runoff Area=3,363 sf 0.5 011 Runoff Volume=0.052 of 00I ! Runoff Depth=8.12"0.4 Flow Length=106' 0 — 0.311 Tc=6.0 m i n CN=96 0.1 419/o/m/Ro/z/a /M 0 '1 '1 i '17 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 7E: Rear of site southwesterly to Wayne Street Runoff = 4.14 cfs @ 12.08 hrs, Volume= 0.327 af, Depth= 7.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 2,269 98 Roofs, HSG B 155264 98 Paved parking, HSG B 2,449 85 Gravel roads, HSG B 1,697 61 >75% Grass cover, Good, HSG B 215679 94 Weighted Average 41146 19.12% Pervious Area 175533 80.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7E: Rear of site southwesterly to Wayne Street Hydrograph 4. 14 cfsEl Runoff 4 Type III 24=hr 100 year Rainfall=8.60" Runoff Area=21,679 sf 3 ,% Runoff Volume=0.327 of Runoff Depth=7.88" Flow Length=103' Slo pe=0.0140 '/' U. Tc=6.0 m i n CN=94 / r/ r', r ,r i��%/� r//„/fir/r� r��� ,�r iir/, " ' 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Existing Conditions Existing Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 40 Summary for Reach B2: Runoff from rear of site to Brook Inflow Area = 0.792 ac, 70.64% Impervious, Inflow Depth = 7.59" for 100 year event Inflow = 6.47 cfs @ 12.08 hrs, Vol u me= 0.501 of Outflow = 6.47 cfs @ 12.08 hrs, Volume= 0.501 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach B2: Runoff from rear of site to Brook Hydrograph F;:�- A --Y - I EM I nflow 6.4 7 cfs El Outflow Inflow Area=0.792 ac 6 5 %#MM00 4 0 30 0 5 10 15 20 25 30 35 40 45 Time (hours) PROPOSED CONDITIONS RUNOFF CALCULATIONS (27 107 25 & 100 YEAR STORMS) IMPROVEMENTS TO THE PUBLIC WORKS + BUILDING LOCUS Mv BID ALTERNATE WORK BASE BIDWORK r--------------------------------------ir-------------------------------------� I 1 1 1 NM'M AMMMI R,MA Su 1 - ,M gM_ 1 1 - 1 Rom■ 1 1 1UW1 _ 1 Ns►ow a9e�, 1 1 — COvCOCHICHEWICK - 1 BROOK N 1 91 e e ADO MMM oearnun,u�c 8__War uEomov 1 1Room = = -- �.� NOW WWII 1 � �'r' w � ��'� .� Y asas 'r' '�'r' 1 1 ,r, �►' 1� 'r' ,r yes �►' ,r• a�=� a � 1 CSS ARCHITECTS INC. A _ 107 Audubon Road Builtl ing 2,Suite 300 tr �= c - Wakefield,MA 01880 w� .a== css@cssarch tects.com 310 _ VE - 1 _ _ = 0 R �v - ' � a �3 a 1 ENGINEERING NERS I_LC s \\ 9 ®� 1�1L0NDENPARTTradeCenter,Suite G7 Woburn,MA 00 �� 1 - I - 01 8 01-1 851 t 1 Tel:781 933-3711 _ .... 1 Fax:(781)287-1277 W YNEST $ — — g A Email:lep@lindeneng.com REET WAYNE STREET - - — - � _ _ 1 ItICFtORD g t m NIF ^. �� .-'� Ti:,4 J --: _ _erA-ff- -" AO ear, _ _ _ - 1 u __ _ - 1 vMWA- LC W. = 11 1 Saw 1 1 1 L---------------------------------------II---------------------------------------� Title: PRCP06® WATEL*® PLAN Scale: 1'•4W Date: V MAY,i Drawn:W.AJ, Checked: WAUM Project No: WS-2 PROPOSED CONDITIONS RUNOFF CALCULATIONS BP1 BP2 ront of si e to Broo Z__ /Northerly si e to Brook 1 DP 3R Front portion of site 12" DI STC- DWALL 5P 7R directly to Brook 4R portion of rear 10R 18"CLDI -BROOK Ll R 2R 12"CLD CB-DMH te to Brook !jP DC TC 5R 1 AP 12"CLDI RD-STC 12"CLD CB-STC 1 CP Rear of site 12"CL B-STC New Addition Roof Front portion of site to northwesterly to Brook 4131P 1 BP DCB#1 Rear of Site to DCB#4 4AP Main portion of front of site to DCB#2 7P Rear of site to CB#3 �21P 31P Rear of site Front of site to Wayne Front of site to Osgood southeasterly to Wayne Street Northwesterly Street at Wayne Street Street Subcat Reach Pond Link Routing Diagram for Proposed Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC EHydroCAD@ 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.156 61 >75% Grass cover, Good, HSG B (1 BP, 1 CP, 2P, 3P, 7P) 0.142 85 Gravel roads, HSG B (4BP, 5P, 6P, 7P) 0.409 58 Meadow, non-grazed, HSG B (1 DP, 4BP, 5P) 0.701 98 Paved parking, HSG B (1 CP, 1 DP, 3P, 4AP, 4BP, 6P, 7P) 0.211 98 Paved roads w/curbs&sewers, HSG B (1 BP, 2P, 5P) 0.298 98 Roofs, HSG B (1 API 1 DP, 2P, 4BP, 5P, 7P) 0.003 98 Unconnected pavement, HSG B (2P) 1.920 86 TOTAL AREA North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 1.920 HSG B 1 AP, 1 BP, 1 CID, 1 DP, 2P, 3P, 4AP, 413P, 5P, 6P, 7P 0.000 HSG C 0.000 HSG D 0.000 Other 1.920 TOTAL AREA North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.156 0.000 0.000 0.000 0.156 >75% Grass cover, Good 1 BP, 1 CPI 2P, 3P, 7P 0.000 0.142 0.000 0.000 0.000 0.142 Gravel roads 4BP, 5P, 6P, 7P 0.000 0.409 0.000 0.000 0.000 0.409 Meadow, non-grazed 1 DP, 4BP, 5P 0.000 0.701 0.000 0.000 0.000 0.701 Paved parking 1 CP, 1 DP, 3 P, 4AP, 4BP, 6P, 7P 0.000 0.211 0.000 0.000 0.000 0.211 Paved roads w/curbs &sewers 1 BP, 2P, 5P 0.000 0.298 0.000 0.000 0.000 0.298 Roofs 1 AP, 1 D P, 2P, 4BP, 5P, 7P 0.000 0.003 0.000 0.000 0.000 0.003 Unconnected pavement 2P 0.000 1.920 0.000 0.000 0.000 1.920 TOTAL AREA North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 R 94.66 94.11 67.0 0.0082 0.012 12.0 0.0 0.0 2 2R 94.17 94.11 3.0 0.0200 0.012 12.0 0.0 0.0 3 3R 93.86 93.80 15.0 0.0040 0.012 12.0 0.0 0.0 4 4R 94.00 93.55 45.0 0.0100 0.012 12.0 0.0 0.0 5 5R 94.90 94.70 40.0 0.0050 0.012 12.0 0.0 0.0 6 7R 94.45 94.40 32.0 0.0016 0.012 18.0 0.0 0.0 7 10R 94.75 94.70 6.0 0.0083 0.012 12.0 0.0 0.0 North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 6 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1AP: New Addition Roof Runoff Area=3,714 sf 100.00% Impervious Runoff Depth=2.97" Tc=6.0 min CN=98 Runoff=0.26 cfs 0.021 of Subcatchment 1 BP: Main portion of front of site to Runoff Area=8,301 sf 66.55% Impervious Runoff Depth=1.84" Flow Length=96' Tc=7.0 min CN=86 Runoff=0.40 cfs 0.029 of Subcatchment 1 CP: Front portion of site to DCB#1 Runoff Area=677 sf 96.16% Impervious Runoff Depth=2.86" Flow Length=70' Slope=0.0140 '/' Tc=6.0 min CN=97 Runoff=0.05 cfs 0.004 of Subcatchment 1 DP: Front portion of site directly Runoff Area=10,206 sf 11.75% Impervious Runoff Depth=0.52" Flow Length=80' Tc=6.0 min CN=63 Runoff=0.10 cfs 0.010 of Subcatchment2P: Front of site to Wayne Street Runoff Area=3,837 sf 49.18% Impervious Runoff Depth=1.34" Flow Length=51' Tc=8.0 min CN=79 Runoff=0.13 cfs 0.010 of Subcatchment3P: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=1.09" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.02 cfs 0.001 of Subcatchment4AP: Rear of site to CB#3 Runoff Area=5,874 sf 100.00% Impervious Runoff Depth=2.97" Flow Length=68' Slope=0.0150 '/' Tc=6.0 min CN=98 Runoff=0.42 cfs 0.033 of Subcatchment4BP: Rear of Site to DCB#4 Runoff Area=12,171 sf 95.51% Impervious Runoff Depth=2.86" Flow Length=128' Slope=0.0120 '/' Tc=6.0 min CN=97 Runoff=0.85 cfs 0.067 of Subcatchment5P: Northerly portion of rear of site Runoff Area=15,986 sf 29.71% Impervious Runoff Depth=1.04" Flow Length=40' Tc=6.0 min CN=74 Runoff=0.42 cfs 0.032 of Subcatchment6P: Rear of site northwesterly to Runoff Area=1,543 sf 30.98% Impervious Runoff Depth=2.08" Flow Length=50' Slope=0.0150 '/' Tc=6.0 min CN=89 Runoff=0.09 cfs 0.006 of Subcatchment7P: Rear of site southeasterlyto Runoff Area=20,617 sf 81.83% Impervious Runoff Depth=2.54" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=1.35 cfs 0.100 of Reach 1 R: 12" CLDI RD-STC Avg. Flow Depth=0.19' Max Vet=2.62 fps Inflow=0.26 cfs 0.021 of 12.0" Round Pipe n=0.012 L=67.0' S=0.0082 '/' Capacity=3.50 cfs Outflow=0.26 cfs 0.021 of Reach 2R: 12" CLDI DCB-STC Avg. Flow Depth=0.18' Max Vet=4.04 fps Inflow=0.40 cfs 0.029 of 12.0" Round Pipe n=0.012 L=3.0' S=0.0200 '/' Capacity=5.46 cfs Outflow=0.40 cfs 0.029 of Reach 3R: 12" CLDI STC-HDWALL Avg. Flow Depth=0.35' Max Vet=2.64 fps Inflow=0.66 cfs 0.050 of 12.0" Round Pipe n=0.012 L=15.0' S=0.0040 '/' Capacity=2.44 cfs Outflow=0.66 cfs 0.050 of Reach 4R: 12" CLDI DCB-DMH Avg. Flow Depth=0.08' Max Vet=1.68 fps Inflow=0.05 cfs 0.004 of 12.0" Round Pipe n=0.012 L=45.0' S=0.0100 '/' Capacity=3.86 cfs Outflow=0.05 cfs 0.004 of Reach 5R: 12"CLDI CB-STC Avg. Flow Depth=0.26' Max Vet=2.52 fps Inflow=0.42 cfs 0.033 of 12.0" Round Pipe n=0.012 L=40.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.42 cfs 0.033 of Reach 7R: 18" CLDI STC-BROOK Avg. Flow Depth=0.55' Max Vet=2.19 fps Inflow=1.27 cfs 0.100 of 18.0" Round Pipe n=0.012 L=32.0' S=0.0016 '/' Capacity=4.50 cfs Outflow=1.27 cfs 0.100 of North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type H/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 7 Reach 10R: DCB-STC Avg. Flow Depth=0.34' Max Vet=3.70 fps Inflow=0.85 cfs 0.067 of 12.0" Round Pipe n=0.012 L=6.0' S=0.0083 '/' Capacity=3.52 cfs Outflow=0.85 cfs 0.067 of Reach BP1: Front of site to Brook Inflow=0.81 cfs 0.064 of Outflow=0.81 cfs 0.064 of Reach BP2: Rear of site to Brook Inflow=1.78 cfs 0.138 of Outflow=1.78 cfs 0.138 of Total Runoff Area = 1.920 ac Runoff Volume = 0.313 of Average Runoff Depth = 1.96" 36.82% Pervious = 0.707 ac 63.18% Impervious = 1.213 ac North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1AP: New Addition Roof Runoff = 0.26 cfs @ 12.08 hrs, Volume= 0.021 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 3,714 98 Roofs, H S G B 37714 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1AP: New Addition Roof Hydrograph 0.26 cfs El Runoff 0.25 - Type III 24-hr � 2 year Rainfall=3.20" Runoff Area=3, sf Runoff Volume=0.021 of U) ,r I � I Runoff Depth=2.97" 0.15- Tc=6.0 min I o ' CN=98 U. 0.1 / �muuum uuu �r/ r r/ • � /1" /� I I I I I I I /%"',r� ����/� 0 11/ � r i�o'� 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1 BP: Main portion of front of site to DCB#2 Runoff = 0.40 cfs @ 12.10 hrs, Volume= 0.029 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 5,524 98 Paved roads w/curbs & sewers, HSG B 2,777 61 >75% Grass cover, Good, HSG B 8,301 86 Weighted Average 27777 33.45% Pervious Area 57524 66.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 34 0.0060 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 62 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 96 Total Subcatchment 1BP: Main portion of front of site to DCB#2 Hydrograph 0.40 cfs El Runoff 0.4' % Type III 24-hr 0.35,111111111,111111111111 2 year Rainfall=3.20" RunoffArea=8,301 sf 0.3 Runoff Volume=0.029 of 0.25 j Runoff Depth=1.84" 0 Flow_.Length=96' 0 U. Tc=7.0 m i n 0.15 CN=86 0.1 >> 0.05 %3/15 PERA5 //Mo/' gogo > 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1CP: Front portion of site to DCB#1 Runoff = 0.05 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 651 98 Paved parking, HSG B 26 61 >75% Grass cover, Good, HSG B 677 97 Weighted Average 26 3.84% Pervious Area 651 96.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 20 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 70 Total, Increased to minimum Tc = 6.0 min Subcatchment 1CP: Front portion of site to DCB#1 Hydrograph 0.05 cfs El Runoff 0.05 � Type III 24-hr / 2 year Rainfall=3.20" 0.04 / Runoff Area=677 sf 0.035 / Runoff Volume=0.004 of 0.03 Runoff Depth=2.86" ,� Flow Length=70'0.025 ° - - - - - - - - - - -Slope=0.0140 '/' LL 0.0211 Tc=6.0 m i n 0.0 15 CN=97 / 0.01111111111111 0.0050 11117-717717-717-711 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 DP: Front portion of site directly to Brook Runoff = 0.10 cfs @ 12.11 hrs, Volume= 0.010 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 924 98 Roofs, HSG B 275 98 Paved parking, HSG B 9,007 58 Meadow, non-grazed, HSG B 105206 63 Weighted Average 97007 88.25% Pervious Area 17199 11.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 50 0.0220 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 30 0.0420 1.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.7 80 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 DP: Front portion of site directly to Brook Hydrograph 0.117- 0. 10 cfs El Runoff Type......... III 24-h 2 year Rainfall=3.20" 0.08 Runoff Area=10,206 sf 0-0-11 0.07 Runoff Volume=0.010 of &b.. Runoff Depth=0.52" 0 0.06 � Flow Length=80'I 0 0.05, Tc=6.0 m i n U. CN=63 muuumuuuuu I /� I I I I I • '0°°°°° I , I I I I I I I muuum y 0.02 0.01 5% �lli o' ,,,/�/%%�,/ /% � i r/��//i r/ir//i////i/.' L/�i LPL///%//,���0�,�//i/r/rd 11 1 1 1 111111111 11 11 0Jill 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2P: Front of site to Wayne Street Northwesterly Runoff = 0.13 cfs @ 12.12 hrs, Volume= 0.010 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 823 98 Roofs, HSG B 926 98 Paved roads w/curbs & sewers, HSG B 138 98 Unconnected pavement, HSG B 1,950 61 >75% Grass cover, Good, HSG B 37837 79 Weighted Average 17950 50.82% Pervious Area 17887 49.18% Impervious Area 138 7.31% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0067 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.0 6 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 51 Total Subcatchment 2P: Front of site to Wayne Street Northwesterly Hydrograph 0.14 0. 13 cfs El Runoff 0.13 Type III 24-hr 0.12 2 year Rainfall=3.20" 0.11 0.1 Runoff Area=3,837 sf 0.09 Runoff Volume=0.010 of Runoff Depth=134"008 0.07 Flow Length=51' ° 0.06, Tc=8.0 m i n U. CN=79 0 0 0 3 0.02 0.01 ........... ..... 0 Jill III low 1111111 1 Jill Jill IN IIIIIIIII Volvo 111111111111 1111111 go oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3P: Front of site to Osgood Street at Wayne Street Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.001 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3P: Front of site to Osgood Street at Wayne Street Hydrograph _ 0.022 0.02 cfs ElRunoff 0.02l Type III 24-hr 0.0 18 2 year Rainfall=3.20" 0 0 16 11111111111 Runoff Area=709 sf -� 0.014 Runoff Volume=0.001 of Runoff Depth=1.09" 0.012 Flow Length=61' � c 0.01 Tc=6.0 m i n U. 0.00811 CN=75 0.002 //,/�/1 i. 0 %�i,/„I41 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4AP: Rear of site to CB#3 Runoff = 0.42 cfs @ 12.08 hrs, Volume= 0.033 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 5,874 98 Paved parking, HSG B 5,874 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 18 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 68 Total, Increased to minimum Tc = 6.0 min Subcatchment 4AP: Rear of site to CB#3 Hydrograph 0.45 0.42 cfs El Runoff 0.4 Type III 24-hr � / 2 year Rainfall=3.20" Runoff'Area=5,874 sf OOMI 0.3 Runoff Volume=0.033 of 4 /! - - - - - - - Runoff Depth=2.97" ft,W 0.25 Flow Length=68' c 0.2 - Slope=0.01 50 T U. 0.15, Tc=6.0 m i n - - -CN=98 0.1 0.05 e////" r / 25 0 - /,/,G, ,� /Z L 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 4BP: Rear of Site to DCB#4 Runoff = 0.85 cfs @ 12.08 hrs, Volume= 0.067 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 1,509 98 Roofs, HSG B 105116 98 Paved parking, HSG B 232 85 Gravel roads, HSG B 314 58 Meadow, non-grazed, HSG B 125171 97 Weighted Average 546 4.49% Pervious Area 115625 95.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 78 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 128 Total, Increased to minimum Tc = 6.0 min Subcatchment 4BP: Rear of Site to DCB#4 Hydrograph Runo ff 0.9 0.85 cfs _ Type III 24-hr 2 year Rainfall=3.20" 0.7 Runoff Area=12,171 sf 0021 0.6Runoff Vo ume=0.067'af Runoff Depth=2.86" 0.5 % Flow Length=128' 0— 0.411- Slope=0.0120 U. Tc=6.0 m i n CN=97 0.2 0.1 ......... III! i% ! MOO ,„=/ :-7111771117-7111i ;✓j ai�/i �O/r/ o % 11 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 5P: Northerly portion of rear of site to Brook Runoff = 0.42 cfs @ 12.10 hrs, Volume= 0.032 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 2,000 98 Roofs, HSG B 2,750 98 Paved roads w/curbs & sewers, HSG B 2,723 85 Gravel roads, HSG B 8,513 58 Meadow, non-grazed, HSG B 155986 74 Weighted Average 115236 70.29% Pervious Area 43750 29.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 30 0.0500 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.1 10 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 40 Total, Increased to minimum Tc = 6.0 min Subcatchment 5P: Northerly portion of rear of site to Brook Hydrograph 0.42 cfs El Runoff 0.45 2 Type III 24-hr 2 2 year Rainfall=3.20" 2 0.35 2Area=15,986Runoff sf 2 Volume=0.032-� 0.3 2 Runoff of Runoff Depth=1.04" 0.25 Flow Length=40' ° 00211- Tc=6.0 m i n . 5 0 CN=74 / i 0.1 0.05 M/ 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 6P: Rear of site northwesterly to Brook Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 478 98 Paved parking, HSG B 1,065 85 Gravel roads, HSG B 17543 89 Weighted Average 17065 69.02% Pervious Area 478 30.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.8 50 Total, Increased to minimum Tc = 6.0 min Subcatchment 6P: Rear of site northwesterly to Brook Hydrograph 0.09 cfs El Runoff 0.09 Type III 24-hr 0.08111 % 2 year Rainfall=3.20" 0.07 Runoff Area=1,543 sf OOMI Runoff Volume=0.006 of Runoff Depth=2.08" 00 0.05 Flow Length=50' ° 0.04 Slope=0.01 50 T U. 0.03 /,// Tc=6.0 m i n ��% CN=89 r, ,r 0.01 f /r / r r ,r /�� 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 7P: Rear of site southeasterly to Wayne Street Runoff = 1.35 cfs @ 12.08 hrs, Volume= 0.100 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area (sf) CN Description 4,000 98 Roofs, HSG B 125871 98 Paved parking, HSG B 2,146 85 Gravel roads, HSG B 1,600 61 >75% Grass cover, Good, HSG B 205617 94 Weighted Average 31746 18.17% Pervious Area 165871 81.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7P: Rear of site southeasterly to Wayne Street Hydrograph 1 .35 cfs El Runoff r Type III 24-hr 2 year Rainfall=3.20" �j Runoff Area=20,617 sf Runoff Volume=0.100 af Runoff Depth=2.54" Flow Length=103' ° Slope=0.0140 '/' U. Tc=6.0 m i n / CN=94 10 r r r'i',, /% .r� � ii o r�Lcr //// //�%////<�/i /L r/,//,i,,,.�/� �� � ,/rr/rrr/rr//l�/r l%� O 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 19 Summary for Reach 1 R: 12" CLDI RD-STC Inflow Area = 0.085 ac,100.00% Impervious, Inflow Depth = 2.97" for 2 year event Inflow = 0.26 cfs @ 12.08 hrs, Vol u me= 0.021 of Outflow = 0.26 cfs @ 12.09 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.62 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.86 fps, Avg. Travel Time= 1.3 min Peak Storage= 7 cf @ 12.09 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.50 cfs 12.0" Round Pipe n= 0.012 Length= 67.0' Slope= 0.0082 T Inlet Invert= 94.66% Outlet Invert= 94.11' Reach 1 R: 12" CLDI RD-STC Hydrograph i I nflow 0.26 cfs _ E Outflow Inflow Area-0.085 ac Avg. Flow Depth=0.19' Max Vel=2.62 fps 0.2 12.0" 00MI Round Pipe 0.15 - n-0.01 2 i o L=67.0' U. f S=0.0082 T Capacity=3.50 cfs 0.05 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 20 Summary for Reach 2R: 12" CLDI DCB-STC Inflow Area = 0.191 ac, 66.55% Impervious, Inflow Depth = 1.84" for 2 year event Inflow = 0.40 cfs @ 12.10 hrs, Vol u me= 0.029 of Outflow = 0.40 cfs @ 12.10 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 4.04 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 12.10 hrs Average Depth at Peak Storage= 0.18' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Length= 3.0' Slope= 0.0200 '/' Inlet Invert= 94.17', Outlet Invert= 94.11' Reach 2R: 12" CLDI DCB-STC Hydrograph f% A r% r I nflow 0.40 cfs El Outflow Inflow Area=0.191 ac 0Avg. Flow Depth=0,18 . 5 Max Vel=4.04 fps 0.3 12.0 Round Pipe 0.25 ,% n=0.01-2 0.2� oL=3.0' U. S=0.0200 T 0.15 0.1 Capacity=5.46 cfs / 0.05 � „'/ ri ,/,/ r//,�;/ �/ % //� err/i �%/i 0 '1,�;///i/r� /i"/i /,, Jill lill 11 11 111111 111 wool 11111111111 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 21 Summary for Reach 3R: 12" CLDI STC-HDWALL Inflow Area = 0.276 ac, 76.89% Impervious, Inflow Depth = 2.19" for 2 year event Inflow = 0.66 cfs @ 12.10 hrs, Vol u me= 0.050 of Outflow = 0.66 cfs @ 12.10 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.64 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 0.3 min Peak Storage= 4 cf @ 12.10 hrs Average Depth at Peak Storage= 0.35' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.44 cfs 12.0" Round Pipe n= 0.012 Length= 15.0' Slope= 0.0040 '/' Inlet Invert= 93.86% Outlet Invert= 93.80' Reach 3R: 12" CLDI STC-HDWALL Hydrograph t"%^ r I nflow 0.66 cfs ���������������������� El Outflow 0.7 Inflow Area=0.276 ac 0.6 ;! Avg. Flow Depth=0.35' Max Vel=2.64 fps 0.5 12.0 Round Pipe 0.4 - n=0.01 2 o IL=1 5.0 UL S=0.0040 T Capacity=2.44 cfs r, 0.1 rr r/,.,r � /rr'r� i'i ,'i/ /�';�e rr r' 'r'i/,r' i//r%i/r r/,, i,v ,r ,rr,,rr r�ri,�,e r' L/Lr Z Lr�//%%//,/a���r i r/i rdr�/r/r rr�/i/r /7/r Lr Z/r 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 22 Summary for Reach 4R: 12" CLDI DCB-DMH Inflow Area = 0.016 ac, 96.16% Impervious, Inflow Depth = 2.86" for 2 year event Inflow = 0.05 cfs @ 12.08 hrs, Vol u me= 0.004 of Outflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 1.68 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.57 fps, Avg. Travel Time= 1.3 min Peak Storage= 1 cf @ 12.09 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.86 cfs 12.0" Round Pipe n= 0.012 Length= 45.0' Slope= 0.0100 T Inlet Invert= 94.00% Outlet Invert= 93.55' Reach 4R: 12" CLDI DCB-DMH Hydrograph rM r I nflow 0.05 cfs PEl Outflow 0.05 I nflow Area=O.0 16 ac 0.045 / Avg. Flow Depth=0.08' j 0.04Vel=1.68Max fps 12.0" 00MI 0.035 4 Round Pipe 0 0.03 �.00 n=0.01 2 0o L=45.0' U. S=0.01 00 T 0.0 15 Capacity=3.86 cfs 0.01 / 0.005 0 T7=77rl Igloo 1� 1117717717-111 111 111' 11111 11 11 1 1 1 7717717717—]IF-711 III 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 23 Summary for Reach 5R: 12"CLDI CB-STC Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth = 2.97" for 2 year event Inflow = 0.42 cfs @ 12.08 hrs, Vol u me= 0.033 of Outflow = 0.42 cfs @ 12.09 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.52 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.82 fps, Avg. Travel Time= 0.8 min Peak Storage= 7 cf @ 12.09 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.73 cfs 12.0" Round Pipe n= 0.012 Length= 40.0' Slope= 0.0050 '/' Inlet Invert= 94.90% Outlet Invert= 94.70' (::D Reach 5R: 12"CLDI CB-STC Hydrograph f% A rN I nfl ow 0.42 cfs 0.45 _ Inflow Area-0.135 ac / Outflow i Avg. Flow Depth=0,26' � Max Vel=2.52 fps0.35 12.0" 0.3 Round Pipe �-- 0.25 n=0 01-2 0 0 2 L=40.0' U. S=0.0050 T 0.15 Capacity=2.73 cfs 0.1 0.05 r /',i j e i////,rr/ r / r/ rri / //�/// p/.%� r!//%/ //,r�r.r/„ �����d/-!r/�/; �// //i r/// /� .r//i O / /r i/ ar/rr %aa r/,i/ri'/ / Gib, 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 24 Summary for Reach 7R: 18" CLDI STC-BROOK Inflow Area = 0.414 ac, 96.97% Impervious, Inflow Depth = 2.89" for 2 year event Inflow = 1.27 cfs @ 12.08 hrs, Vol u me= 0.100 of Outflow = 1.27 cfs @ 12.09 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.19 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.71 fps, Avg. Travel Time= 0.8 min Peak Storage= 19 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.50 cfs 18.0" Round Pipe n= 0.012 Length= 32.0' Slope= 0.0016 '/' Inlet Invert= 94.45% Outlet Invert= 94.40' Reach 7R: 18" CLDI STC-BROOK Hydrograph � I nflow 1 .27 CfS Outflow Inflow rea=0.414 ac Avg. Flow Depth=0.55' Max Vel=2.19 fps 1 18,011 .-. % Round Pipe n=0.01 2 o L=32.0' U. T S=0.001 6 / Capacity=4.50 cfs i y r E//// jr°/,ffal WIM �/rr„ �0 F7r711-7 Jill 11111 11 1 /rIr �//i//ili 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type/1/ 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 25 Summary for Reach 1OR: DCB-STC Inflow Area = 0.279 ac, 95.51% Impervious, Inflow Depth = 2.86" for 2 year event Inflow = 0.85 cfs @ 12.08 hrs, Vol u me= 0.067 of Outflow = 0.85 cfs @ 12.08 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.70 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.21 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 12.08 hrs Average Depth at Peak Storage= 0.34' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.52 cfs 12.0" Round Pipe n= 0.012 Length= 6.0' Slope= 0.0083 '/' Inlet Invert= 94.75% Outlet Invert= 94.70' Reach 10R: DCB-STC Hydrograph nflow 0.85 cfs outflow 0.9 Inflow Area=0.279 ac 0.8��������� / Avg. Flow Depth=0.34' 0.7 Max Vel=3.70 fp s �� /� 12.0" �. 0.6 j Round Pipe 0.5 - % n=0.012 oU. L=6.0' 0.411 S=0.0083 T % Capacity=3.52 cfs 0.2 - i 0.1 /WE /r/7 i/;%L///�✓ ,0!//i r/i,/ /i/i////r/7 LLZ L, 00/0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 26 Summary for Reach BP1: Front of site to Brook Inflow Area = 0.526 ac, 48.42% Impervious, Inflow Depth = 1.46" for 2 year event Inflow = 0.81 cfs @ 12.10 hrs, Volume= 0.064 of Outflow = 0.81 cfs @ 12.10 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP1: Front of site to Brook Hydrograph i 0.9 EMInflow � 0.81 cfs Outflow Inflow Area=0.526 ac 0.7 0.6111 009M%% .MM00 0 5 �: 0 o . 4 U. 0.3 0.21 0.1 /0 /% / r//,�// � /G GAL/ i/i✓/,�o'i r/�r/��//r/�r/�,r�/�/�r'G i/,�%/�a�,Via/r r r� //%�//%/✓✓/✓//, i/,/i i/�� i� �//%; / 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 2 year Rainfall=3.20" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 27 Summary for Reach BP2: Rear of site to Brook Inflow Area = 0.817 ac, 63.89% Impervious, Inflow Depth = 2.02" for 2 year event Inflow = 1.78 cfs @ 12.09 hrs, Vol u me= 0.138 of Outflow = 1.78 cfs @ 12.09 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP2: Rear of site to Brook Hydrograph A -7 e% r EM I nflow 1 .78 El Outflow Inflow Area=0.817 ac 0 U. /r / 0 '/rr/////r/7//ri/,,%i/L r�Z//Lrrr///y/i//,,e✓/,r�r///rrr/r r///rrr/r r,re/�/ir e,0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 28 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1AP: New Addition Roof Runoff Area=3,714 sf 100.00% Impervious Runoff Depth=4.56" Tc=6.0 min CN=98 Runoff=0.40 cfs 0.032 of Subcatchment 1 BP: Main portion of front of site to Runoff Area=8,301 sf 66.55% Impervious Runoff Depth=3.28" Flow Length=96' Tc=7.0 min CN=86 Runoff=0.70 cfs 0.052 of Subcatchment 1 CP: Front portion of site to DCB#1 Runoff Area=677 sf 96.16% Impervious Runoff Depth=4.45" Flow Length=70' Slope=0.0140 '/' Tc=6.0 min CN=97 Runoff=0.07 cfs 0.006 of Subcatchment 1 DP: Front portion of site directly Runoff Area=10,206 sf 11.75% Impervious Runoff Depth=1.38" Flow Length=80' Tc=6.0 min CN=63 Runoff=0.35 cfs 0.027 of Subcatchment2P: Front of site to Wayne Street Runoff Area=3,837 sf 49.18% Impervious Runoff Depth=2.63" Flow Length=51' Tc=8.0 min CN=79 Runoff=0.25 cfs 0.019 of Subcatchment3P: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=2.29" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.04 cfs 0.003 of Subcatchment4AP: Rear of site to CB#3 Runoff Area=5,874 sf 100.00% Impervious Runoff Depth=4.56" Flow Length=68' Slope=0.0150 '/' Tc=6.0 min CN=98 Runoff=0.63 cfs 0.051 of Subcatchment4BP: Rear of Site to DCB#4 Runoff Area=12,171 sf 95.51% Impervious Runoff Depth=4.45" Flow Length=128' Slope=0.0120 '/' Tc=6.0 min CN=97 Runoff=1.30 cfs 0.104 of Subcatchment5P: Northerly portion of rear of site Runoff Area=15,986 sf 29.71% Impervious Runoff Depth=2.21" Flow Length=40' Tc=6.0 min CN=74 Runoff=0.94 cfs 0.067 of Subcatchment6P: Rear of site northwesterly to Runoff Area=1,543 sf 30.98% Impervious Runoff Depth=3.58" Flow Length=50' Slope=0.0150 '/' Tc=6.0 min CN=89 Runoff=0.14 cfs 0.011 of Subcatchment7P: Rear of site southeasterlyto Runoff Area=20,617 sf 81.83% Impervious Runoff Depth=4.11" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=2.13 cfs 0.162 of Reach 1 R: 12" CLDI RD-STC Avg. Flow Depth=0.23' Max Vet=2.96 fps Inflow=0.40 cfs 0.032 of 12.0" Round Pipe n=0.012 L=67.0' S=0.0082 '/' Capacity=3.50 cfs Outflow=0.40 cfs 0.032 of Reach 2R: 12" CLDI DCB-STC Avg. Flow Depth=0.24' Max Vet=4.78 fps Inflow=0.70 cfs 0.052 of 12.0" Round Pipe n=0.012 L=3.0' S=0.0200 '/' Capacity=5.46 cfs Outflow=0.70 cfs 0.052 of Reach 3R: 12" CLDI STC-HDWALL Avg. Flow Depth=0.47' Max Vet=3.02 fps Inflow=1.10 cfs 0.085 of 12.0" Round Pipe n=0.012 L=15.0' S=0.0040 '/' Capacity=2.44 cfs Outflow=1.10 cfs 0.085 of Reach 4R: 12" CLDI DCB-DMH Avg. Flow Depth=0.09' Max Vet=1.91 fps Inflow=0.07 cfs 0.006 of 12.0" Round Pipe n=0.012 L=45.0' S=0.0100 '/' Capacity=3.86 cfs Outflow=0.07 cfs 0.006 of Reach 5R: 12"CLDI CB-STC Avg. Flow Depth=0.33' Max Vet=2.83 fps Inflow=0.63 cfs 0.051 of 12.0" Round Pipe n=0.012 L=40.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.63 cfs 0.051 of Reach 7R: 18" CLDI STC-BROOK Avg. Flow Depth=0.69' Max Vet=2.45 fps Inflow=1.93 cfs 0.155 of 18.0" Round Pipe n=0.012 L=32.0' S=0.0016 '/' Capacity=4.50 cfs Outflow=1.93 cfs 0.155 of North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 29 Reach 10R: DCB-STC Avg. Flow Depth=0.42' Max Vet=4.15 fps Inflow=1.30 cfs 0.104 of 12.0" Round Pipe n=0.012 L=6.0' S=0.0083 '/' Capacity=3.52 cfs Outflow=1.30 cfs 0.104 of Reach BP1: Front of site to Brook Inflow=1.52 cfs 0.117 of Outflow=1.52 cfs 0.117 of Reach BP2: Rear of site to Brook Inflow=3.02 cfs 0.233 of Outflow=3.02 cfs 0.233 of Total Runoff Area = 1.920 ac Runoff Volume = 0.535 of Average Runoff Depth = 3.34" 36.82% Pervious = 0.707 ac 63.18% Impervious = 1.213 ac North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1AP: New Addition Roof Runoff = 0.40 cfs @ 12.08 hrs, Volume= 0.032 af, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 3,714 98 Roofs, H S G B 37714 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1AP: New Addition Roof Hydrograph 0.40 cfs El Runoff 0.4 Type III 24-hr �� 0.351- 10 year Rainfall=4.80" / Runoff Area=3,714 sf Runoff Volume=0.032 of 0.25 Runoff Depth=4.56" Tc=6.0 m i n � 0. / 0 2 CN=98 U. 0.1511- 0.1 0.05OFF %/>y/%//o r/r/ '✓r/,r/, �7� i Li/%//,//ii r/ii,��/rr /�7%%// i/i�//r�,r ii%,/i////%ii. / /ii/%i//%„ 0 0917 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 1 BP: Main portion of front of site to DCB#2 Runoff = 0.70 cfs @ 12.10 hrs, Volume= 0.052 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 5,524 98 Paved roads w/curbs & sewers, HSG B 2,777 61 >75% Grass cover, Good, HSG B 8,301 86 Weighted Average 27777 33.45% Pervious Area 57524 66.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 34 0.0060 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 62 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 96 Total Subcatchment 1BP: Main portion of front of site to DCB#2 Hydrograph 0.70 cfs El Runoff 0.7 Type III 24-hr 10 year Rainfall=4.80" Runoff Area=8,301 sf 0.5 Runoff Volume=0.052 of Runoff Depth=3.28" 0.4 Flaw Length=96' � o Tc=7.0 m i n U. 0.31111 CN=86 0■2°uuumol I /, /// j 0.10 / i /!'.i�/��� i/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 1CP: Front portion of site to DCB#1 Runoff = 0.07 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 651 98 Paved parking, HSG B 26 61 >75% Grass cover, Good, HSG B 677 97 Weighted Average 26 3.84% Pervious Area 651 96.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 20 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 70 Total, Increased to minimum Tc = 6.0 min Subcatchment 1CP: Front portion of site to DCB#1 Hydrograph 0.08 0.07 cfs El Runoff Type 1II 24-hr O.OT'11 / 10 year Rainfall=4.80" Runoff Area=677 sf - - - - - Runoff Volume=0.006-af 0.05 - Runoff Depth=4.45" 0.04 ! Flow Length=70' ° Slope=0.0140 '/' U. 0.03,111 Tc=6.0 min 0.02 CN=97 0.01 i; /�� i °ii.� ' rill" . UP1 /''i", r /, / r/ /r� / ME/ ME/ r� M// / ///�,'pill i r�„�i'�,�/ /i/�/ 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1 DP: Front portion of site directly to Brook Runoff = 0.35 cfs @ 12.10 hrs, Volume= 0.027 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 924 98 Roofs, HSG B 275 98 Paved parking, HSG B 9,007 58 Meadow, non-grazed, HSG B 105206 63 Weighted Average 97007 88.25% Pervious Area 17199 11.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 50 0.0220 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 30 0.0420 1.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.7 80 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 DP: Front portion of site directly to Brook Hydrograph Runoff 0.35 cfs El 0.3 5 j Type III 24-hr 10 year Rainfall=4.80" Runoff Area=10,206 sf 00=%% 0.25 Sri Runoff Volume=0.027 of 1� I r,� I I I/ Runoff Depth=1.38" ,r, ,rr. 0.2 Flaw Length=80' o — Tc=6.0 m i n U. 0.15 rrr CN=63 0.1^uumuol r rrr/ 0.05 / r r r rirrrr, /,,ii//o,r /r / 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2P: Front of site to Wayne Street Northwesterly Runoff = 0.25 cfs @ 12.12 hrs, Volume= 0.019 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 823 98 Roofs, HSG B 926 98 Paved roads w/curbs & sewers, HSG B 138 98 Unconnected pavement, HSG B 1,950 61 >75% Grass cover, Good, HSG B 37837 79 Weighted Average 17950 50.82% Pervious Area 17887 49.18% Impervious Area 138 7.31% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0067 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.0 6 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 51 Total Subcatchment 2P: Front of site to Wayne Street Northwesterly Hydrograph 0.2& 0.25 cfs El Runoff 0.26`111111 Type III 24-hr 0.24will 10 year Rainfall=4.80 0.22 Runoff........Area 3,837 sf 0.2 -1 0.18 Runoff Volume=0.019 of (4 4 0.16 Runoff Depth=2.63" *Aftl 0.14 Flow Length=51" ° 0.121 Tc=8.0 m i n 0.1 CN=79 0 0 0 6 0.04 i / Kill 0 Jill��.O' �//, r,,i, /r��% %„% ✓%// ,rr///r/r/„i''j,/r'/%7 LrLrZ//L////%/'%,,,-�r/rr///r/r/,r�,//ram r//' /L/i„i/% 1111111 =1 111111 go 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 3P: Front of site to Osgood Street at Wayne Street Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3P: Front of site to Osgood Street at Wayne Street Hydrograph 0.04 cfs El Runoff 0.045� Type III 24-hr 10 year Rainfall=4.80" 0-035�" / Runoff Area=709 sf ! Runoff Volume=0.003 of 0.03 Runoff Depth=2.29" " 0.025 Flow Length=61' ° 0.02 Tc=6.0 m i n U. CN=75 0.015^uuuuu....muuum r muuum 0■0 1 0.005 I i 1110,11 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 4AP: Rear of site to CB#3 Runoff = 0.63 cfs @ 12.08 hrs, Volume= 0.051 af, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 5,874 98 Paved parking, HSG B 5,874 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 18 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 68 Total, Increased to minimum Tc = 6.0 min Subcatchment 4AP: Rear of site to CB#3 Hydrograph 0.7 0.63 cfs El Runoff 0.65 Type III 24-hr 0.6'- 10year Rainfall=4.80 Runoff Area=5,874 sf OA5 Runoff Volume=0.051 of 0.4 Runoff Depth=4.56" 0.35 Flow Length=68' ° 0.3 r Slope=0.01 50 T 0.2511- Tc=6.0 min- ■ -C-N=980.1 umuumummli //// r 001 0.05 / 0 %/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 4BP: Rear of Site to DCB#4 Runoff = 1.30 cfs @ 12.08 hrs, Volume= 0.104 af, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 1,509 98 Roofs, HSG B 105116 98 Paved parking, HSG B 232 85 Gravel roads, HSG B 314 58 Meadow, non-grazed, HSG B 125171 97 Weighted Average 546 4.49% Pervious Area 115625 95.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 78 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 128 Total, Increased to minimum Tc = 6.0 min Subcatchment 4BP: Rear of Site to DCB#4 Hydrograph 1 .30 cfs El Runoff Type III 24-hr 10 year Rainfall=4.80" Runoff Area=12,171 sf 002MI Runoff Volume=0.104 of Runoff Depth=4.45" Flow Length=128' °U. Slope=0.0120 '/' Tc=6.0 m'i n CN=97 /v 'a r r r r r / ! r/r7/%� / " �/�" /i!i"����'i�" �,% %>%,�/> r r , rr' �".r r,r o' ///i/, �,y% '� r�r r'/>'i%%., �r/r � rr, rj / >'///>'i%% />;i%, 111111111 11 oil �j� r/// o' r is//r i/z /�%L�//ri/"�r,rrr/�r/r C/r/%/,//%%� ci�%%�,r�%/rr,rrr/�r/r r/r//% I111 0 ,/ 0 5 10 15 20 go 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 5P: Northerly portion of rear of site to Brook Runoff = 0.94 cfs @ 12.09 hrs, Volume= 0.067 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 2,000 98 Roofs, HSG B 2,750 98 Paved roads w/curbs & sewers, HSG B 2,723 85 Gravel roads, HSG B 8,513 58 Meadow, non-grazed, HSG B 155986 74 Weighted Average 115236 70.29% Pervious Area 43750 29.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 30 0.0500 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.1 10 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 40 Total, Increased to minimum Tc = 6.0 min Subcatchment 5P: Northerly portion of rear of site to Brook Hydrograph 0.94 cfs El Runoff 1 Type III 24-hr 10 year Rainfall=4.80" Runoff Area=15,986 sf 002MI Runoff Volume=0.067 of Runoff Depth=2.21 Flow Length=40' ° Tc=6.0 m i n U. CN=74 0gor r /i i-r ';7„ r �'� i/ Z�,% ��i //�/, %/�/ /�- ij/r//�i j/r/�/�%% ? //%� /d,��a,,,.-/ o r/r/ , � u./�r� /'r/' �// //�Li�u. ,r� I' ll I' ll 111 11 1 1 111111111 oil III I' ll I' ll 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 6P: Rear of site northwesterly to Brook Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 478 98 Paved parking, HSG B 1,065 85 Gravel roads, HSG B 17543 89 Weighted Average 17065 69.02% Pervious Area 478 30.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.8 50 Total, Increased to minimum Tc = 6.0 min Subcatchment 6P: Rear of site northwesterly to Brook Hydrograph 0.16 0. 14 cfs El Runoff 0.14 Type III 24-hr % 10 year Rainfall=4.80" 0.12 %% Runoff Area=1,543 sf 0.1 Runoff Volume=0.011 of ''M Runoff Depth=3-58" 0.08 Flow Length=50' — Slope=0.01 50 T LL 0.06, 11 Tc=6.0 m i n CN=89 0.02 i r i r 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 7P: Rear of site southeasterly to Wayne Street Runoff = 2.13 cfs @ 12.08 hrs, Volume= 0.162 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall=4.80" Area (sf) CN Description 4,000 98 Roofs, HSG B 125871 98 Paved parking, HSG B 2,146 85 Gravel roads, HSG B 1,600 61 >75% Grass cover, Good, HSG B 205617 94 Weighted Average 31746 18.17% Pervious Area 165871 81.83% Impervious Area Tic Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tic = 6.0 min Subcatchment 7P: Rear of site southeasterly to Wayne Street Hydrograph 2. 13 cfs El Runoff 2 Type III 24-hr 10 year Rainfall=4.80" �j Runoff Area=20,617 sf 0021 Runoff Volume=0.162 of Runoff Depth=4.1 1 Flow Length=103' 0 11- Slope=0.0140 '/' UL Tc=6.0 m i n r CN=94 ,r r Jill rr s rr ; r 082680 V/24/61/o/w/o/ !�./�%r°0�/r,/ i'/rr i ,risLr Lr r/,/%%ar/�/r/r/o r/ Z/r Lr L>,r�// er ,,,"r/fi r/ r/ 011 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 41 Summary for Reach 1 R: 12" CLDI RD-STC Inflow Area = 0.085 ac,100.00% Impervious, Inflow Depth = 4.56" for 10 year event Inflow = 0.40 cfs @ 12.08 hrs, Vol u me= 0.032 of Outflow = 0.40 cfs @ 12.09 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.96 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.97 fps, Avg. Travel Time= 1.2 min Peak Storage= 9 cf @ 12.09 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.50 cfs 12.0" Round Pipe n= 0.012 Length= 67.0' Slope= 0.0082 '/' Inlet Invert= 94.66% Outlet Invert= 94.11' Reach 1 R: 12" CLDI RD-STC Hydrograph El i I nflow 0.40 cfs El Outflow ............0 4 Inflow Area=0.085 ac Avg. Flow Depth=0.23' 0.35 Max Vel=2.96 fps 0.3 12.0" Round Pipe 0.25 n=0.012 0 0.21111- 1=67.0' 0.15 S=0.00820.1 T Capacity=3.50 cfs 0.05 � r j ,e r 0 /i1260/2 /Gl r/i,r//i/�//i/�/r 1/0/no/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 42 Summary for Reach 2R: 12" CLDI DCB-STC Inflow Area = 0.191 ac, 66.55% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.70 cfs @ 12.10 hrs, Vol u me= 0.052 of Outflow = 0.70 cfs @ 12.10 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 4.78 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.62 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 12.10 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Length= 3.0' Slope= 0.0200 '/' Inlet Invert= 94.17', Outlet Invert= 94.11' (::D Reach 2R: 12" CLDI DCB-STC Hydrograph 1 nfl ow 0.70 cfsEl Inflow Area=0.191 ac Outflow Avg. Flow Depth=0.24' 0.6 % Max Vel=4.78 fps 12.0" olowl 0.5 Round Pipe 0.4 - n 0.01 2 c L=3.0' S=0.0200 T 0 Capacity=5.46 cfs 0.1 / 0 Jill Jill 111 /i ° r' /, /, G7 / ,� /r/��rr/ �i�G/7 11 11 lilill 111 moll llj lilill oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 43 Summary for Reach 3R: 12" CLDI STC-HDWALL Inflow Area = 0.276 ac, 76.89% Impervious, Inflow Depth = 3.68" for 10 year event Inflow = 1.10 cfs @ 12.09 hrs, Vol u me= 0.085 of Outflow = 1.10 cfs @ 12.10 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 0.3 min Peak Storage= 5 cf @ 12.10 hrs Average Depth at Peak Storage= 0.47' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.44 cfs 12.0" Round Pipe n= 0.012 Length= 15.0' Slope= 0.0040 '/' Inlet Invert= 93.86% Outlet Invert= 93.80' Reach 3R: 12" CLDI STC-HDWALL Hydrograph I nflow 1 . 1cfssf � Outflow of I ow Area=0.276 ac El Avg. Flow Depth=0.47' Maxfps 12.0" Round Pipe n=0 01 2 o L=1 5.0 U. S=0.0040 T Capacity=2.44 cfs 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 44 Summary for Reach 4R: 12" CLDI DCB-DMH Inflow Area = 0.016 ac, 96.16% Impervious, Inflow Depth = 4.45" for 10 year event Inflow = 0.07 cfs @ 12.08 hrs, Vol u me= 0.006 of Outflow = 0.07 cfs @ 12.09 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 1.91 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.64 fps, Avg. Travel Time= 1.2 min Peak Storage= 2 cf @ 12.09 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.86 cfs 12.0" Round Pipe n= 0.012 Length= 45.0' Slope= 0.0100 '/' Inlet Invert= 94.00% Outlet Invert= 93.55' Reach 4R: 12" CLDI DCB-DMH Hydrograph f%�7 r I nflow 0.0& 0.07 cfsEl ........... Inflow Area=0.016 ac Outflow Avg. Flow Depth=0.09' Max Vel=1.91 fps 0.00 12.0" 00=ft 0.05 Round Pipe ' n=0.01 2 0.04 p L=45.0' U. 0.03 S=0.01 00 T � Capacity=3.86 cfs ■ uumllll //// 0.01 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 45 Summary for Reach 5R: 12"CLDI CB-STC Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth = 4.56" for 10 year event Inflow = 0.63 cfs @ 12.08 hrs, Vol u me= 0.051 of Outflow = 0.63 cfs @ 12.09 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.83 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 0.7 min Peak Storage= 9 cf @ 12.09 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.73 cfs 12.0" Round Pipe n= 0.012 Length= 40.0' Slope= 0.0050 T Inlet Invert= 94.90% Outlet Invert= 94.70' Reach 5R: 12"CLDI CB-STC Hydrograph �0.7- I nflow 0.63 cfs I nfl ow Area=O.135 ac Outflow 0.6 Avg. Flow De th=0.33' p � Max Vel=2.83 fps 0.5- - 12.0" :% Round Pipe 0.4 - - n=0.01-2 O 0.311 L=40.0' U. S=0.0050 T r, 0Capacity=2.73 cfs 0.1 0 =NJ %/ ,. ,,, r/� �//� %% r � ,Ji %,. rr i' %,/ rr ri /,%i i'�i�' � />' //, //,ri'/r/ r,rri /�/ /ii'i', r/ rr irr /i, / 11 rl�li moll 111� III, oil III 11111� I' ll oil 111111 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 46 Summary for Reach 7R: 18" CLDI STC-BROOK Inflow Area = 0.414 ac, 96.97% Impervious, Inflow Depth = 4.49" for 10 year event Inflow = 1.93 cfs @ 12.08 hrs, Vol u me= 0.155 of Outflow = 1.93 cfs @ 12.09 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.45 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.81 fps, Avg. Travel Time= 0.7 min Peak Storage= 25 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.69' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.50 cfs 18.0" Round Pipe n= 0.012 Length= 32.0' Slope= 0.0016 '/' Inlet Invert= 94.45', Outlet Invert= 94.40' Reach 7R: 18" CLDI STC-BROOK Hydrograph I nflow 1 . cfs 93 Outflow 2 Inflow rea=0.414 ac Avg. Flow Depth=0.69' Max Vel=2.45 fps 18,011 Round Pipe n=0.01 2 o L=32.0' U. S=0.001 6 T Capacity=4.50 cfs j/ i0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 47 Summary for Reach 1OR: DCB-STC Inflow Area = 0.279 ac, 95.51% Impervious, Inflow Depth = 4.45" for 10 year event Inflow = 1.30 cfs @ 12.08 hrs, Volume= 0.104 of Outflow = 1.30 cfs @ 12.08 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 4.15 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.38 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.08 hrs Average Depth at Peak Storage= 0.42' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.52 cfs 12.0" Round Pipe n= 0.012 Length= 6.0' Slope= 0.0083 '/' Inlet Invert= 94.75% Outlet Invert= 94.70' Reach 10R: DCB-STC Hydrograph I nflow 11 .30 cfs El Outflow Inflow rea=0.279 ac Avg. Flow Depth=0.42' Max Vel=4.15 fps 1 / 12.0" Round Pipe n=0 01 2 o L=6.0' U. S=0.0083 T Capacity=3.52 cfs 0 /�a/ �r r/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 48 Summary for Reach BP1: Front of site to Brook Inflow Area = 0.526 ac, 48.42% Impervious, Inflow Depth = 2.68" for 10 year event Inflow = 1.52 cfs @ 12.10 hrs, Volume= 0.117 of Outflow = 1.52 cfs @ 12.10 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP1: Front of site to Brook Hydrograph rM to,% r EM I nflow 1 . cfs 2 5 Outflow ; Inflow Area=0.526 ac El rr �0 r; � LL 0 r/ ,/,%�./// i�/ii, j / ✓ ,///i/r,r//�/r7/i ,/ ;r„„„ %.%/. /;'.e/i//'�,,,,!°i%f/r///'r !i'r/-/`;7/ r''i`,/ii r°i%d, ///% // r/r/% r i�%///% ✓'✓';/i/i,/'/ r //ram/�/i L�Z d L i//,✓%�/fir/rr//fir/rr/r,r ri/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 10 year Rainfall=4.80" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 49 Summary for Reach BP2: Rear of site to Brook Inflow Area = 0.817 ac, 63.89% Impervious, Inflow Depth = 3.42" for 10 year event Inflow = 3.02 cfs @ 12.09 hrs, Vol u me= 0.233 of Outflow = 3.02 cfs @ 12.09 hrs, Volume= 0.233 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP2: Rear of site to Brook Hydrograph I nflow fs 3.0 2 C E Outflow 3 Inflow Area=0.817 ac 2 %#MM00 O LL uumm / r 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 50 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1AP: New Addition Roof Runoff Area=3,714 sf 100.00% Impervious Runoff Depth=5.76" Tc=6.0 min CN=98 Runoff=0.50 cfs 0.041 of Subcatchment 1 BP: Main portion of front of site to Runoff Area=8,301 sf 66.55% Impervious Runoff Depth=4.41" Flow Length=96' Tc=7.0 min CN=86 Runoff=0.93 cfs 0.070 of Subcatchment 1 CP: Front portion of site to DCB#1 Runoff Area=677 sf 96.16% Impervious Runoff Depth=5.64" Flow Length=70' Slope=0.0140 '/' Tc=6.0 min CN=97 Runoff=0.09 cfs 0.007 of Subcatchment 1 DP: Front portion of site directly Runoff Area=10,206 sf 11.75% Impervious Runoff Depth=2.18" Flow Length=80' Tc=6.0 min CN=63 Runoff=0.58 cfs 0.042 of Subcatchment2P: Front of site to Wayne Street Runoff Area=3,837 sf 49.18% Impervious Runoff Depth=3.68" Flow Length=51' Tc=8.0 min CN=79 Runoff=0.35 cfs 0.027 of Subcatchment3P: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=3.28" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.06 cfs 0.004 of Subcatchment4AP: Rear of site to CB#3 Runoff Area=5,874 sf 100.00% Impervious Runoff Depth=5.76" Flow Length=68' Slope=0.0150 '/' Tc=6.0 min CN=98 Runoff=0.79 cfs 0.065 of Subcatchment4BP: Rear of Site to DCB#4 Runoff Area=12,171 sf 95.51% Impervious Runoff Depth=5.64" Flow Length=128' Slope=0.0120 '/' Tc=6.0 min CN=97 Runoff=1.63 cfs 0.131 of Subcatchment5P: Northerly portion of rear of site Runoff Area=15,986 sf 29.71% Impervious Runoff Depth=3.18" Flow Length=40' Tc=6.0 min CN=74 Runoff=1.37 cfs 0.097 of Subcatchment6P: Rear of site northwesterly to Runoff Area=1,543 sf 30.98% Impervious Runoff Depth=4.74" Flow Length=50' Slope=0.0150 '/' Tc=6.0 min CN=89 Runoff=0.19 cfs 0.014 of Subcatchment7P: Rear of site southeasterlyto Runoff Area=20,617 sf 81.83% Impervious Runoff Depth=5.30" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=2.70 cfs 0.209 of Reach 1 R: 12" CLDI RD-STC Avg. Flow Depth=0.26' Max Vet=3.16 fps Inflow=0.50 cfs 0.041 of 12.0" Round Pipe n=0.012 L=67.0' S=0.0082 '/' Capacity=3.50 cfs Outflow=0.50 cfs 0.041 of Reach 2R: 12" CLDI DCB-STC Avg. Flow Depth=0.28' Max Vet=5.18 fps Inflow=0.93 cfs 0.070 of 12.0" Round Pipe n=0.012 L=3.0' S=0.0200 '/' Capacity=5.46 cfs Outflow=0.93 cfs 0.070 of Reach 3R: 12" CLDI STC-HDWALL Avg. Flow Depth=0.55' Max Vet=3.23 fps Inflow=1.43 cfs 0.111 of 12.0" Round Pipe n=0.012 L=15.0' S=0.0040 '/' Capacity=2.44 cfs Outflow=1.43 cfs 0.111 of Reach 4R: 12" CLDI DCB-DMH Avg. Flow Depth=0.11' Max Vet=2.05 fps Inflow=0.09 cfs 0.007 of 12.0" Round Pipe n=0.012 L=45.0' S=0.0100 '/' Capacity=3.86 cfs Outflow=0.09 cfs 0.007 of Reach 5R: 12"CLDI CB-STC Avg. Flow Depth=0.37' Max Vet=3.01 fps Inflow=0.79 cfs 0.065 of 12.0" Round Pipe n=0.012 L=40.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.79 cfs 0.065 of Reach 7R: 18" CLDI STC-BROOK Avg. Flow Depth=0.78' Max Vet=2.59 fps Inflow=2.43 cfs 0.196 of 18.0" Round Pipe n=0.012 L=32.0' S=0.0016 '/' Capacity=4.50 cfs Outflow=2.43 cfs 0.196 of North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 51 Reach 10R: DCB-STC Avg. Flow Depth=0.48' Max Vet=4.40 fps Inflow=1.63 cfs 0.131 of 12.0" Round Pipe n=0.012 L=6.0' S=0.0083 '/' Capacity=3.52 cfs Outflow=1.63 cfs 0.131 of Reach BP1: Front of site to Brook Inflow=2.10 cfs 0.161 of Outflow=2.10 cfs 0.161 of Reach BP2: Rear of site to Brook Inflow=3.98 cfs 0.308 of Outflow=3.98 cfs 0.308 of Total Runoff Area = 1.920 ac Runoff Volume = 0.709 of Average Runoff Depth = 4.43" 36.82% Pervious = 0.707 ac 63.18% Impervious = 1.213 ac North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 1AP: New Addition Roof Runoff = 0.50 cfs @ 12.08 hrs, Volume= 0.041 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 3,714 98 Roofs, H S G B 37714 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1AP: New Addition Roof Hydrograph 0.55 0.50 cfs El Runoff 0.5 Type III 24-hr 0.451- year 25 Rainfall=6.00 Runoff Area=3,714 sf 0.35 �� Runoff Volume�0.041 of M/1" U) Runoff Depth=5.76" 0.3 Tc=6.0 min 0.25� ����� CN=98 U. s 1 0.2 - 0. uuum i 0.05 10 WE M/ '0' 1/4'r 1A01 UWWWWU 0 1 1 1 1-711177111771717-717711 11177����7-r-T-717717717717717-17-7111177����771111771111 1 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 1 BP: Main portion of front of site to DCB#2 Runoff = 0.93 cfs @ 12.10 hrs, Volume= 0.070 af, Depth= 4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 5,524 98 Paved roads w/curbs & sewers, HSG B 2,777 61 >75% Grass cover, Good, HSG B 8,301 86 Weighted Average 27777 33.45% Pervious Area 57524 66.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 34 0.0060 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 62 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 96 Total Subcatchment 1BP: Main portion of front of site to DCB#2 Hydrograph 1 0.93 cfs El Runoff Type III 24-hr 25 year Rainfall=6.00" Runoff Area=8,301 sf Runoff Volume=0.070 of Runoff Depth=4.41 Flow Length=96' o '' Tc=7.0 m i n U. CN=86 r% 0 ;0/ // 5/''i G/a/ ��// � 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 1CP: Front portion of site to DCB#1 Runoff = 0.09 cfs @ 12.08 hrs, Volume= 0.007 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 651 98 Paved parking, HSG B 26 61 >75% Grass cover, Good, HSG B 677 97 Weighted Average 26 3.84% Pervious Area 651 96.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 20 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 70 Total, Increased to minimum Tc = 6.0 min Subcatchment 1CP: Front portion of site to DCB#1 Hydrograph 0.1 0.09 cfs El Runoff 0.09 Type III 24-hr 25 year Rainfall=6.00" Runoff Area=677 sf 0.07 Runoff Volume=0.007 of 0.06 % Runoff Depth=5.64" 0.05 Flow Length=70' 0— 0.0411- lope=0.0140 ' ' Tc=6.0 min CN=97 0.02 0.01 WOZ/ ia/////i //, 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 1 DP: Front portion of site directly to Brook Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 924 98 Roofs, HSG B 275 98 Paved parking, HSG B 9,007 58 Meadow, non-grazed, HSG B 105206 63 Weighted Average 97007 88.25% Pervious Area 17199 11.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 50 0.0220 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 30 0.0420 1.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.7 80 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 DP: Front portion of site directly to Brook Hydrograph 0.58 cfs El Runoff 0.6l' Type III 24-hr 25 year Rainfall=6.00" Runoff Area=10,206 sf 0.45 r Runoff Volume=0.042 of 0.4 `- Runoff Depth=2.18"0.35 Flow Length=80' 0.31- ° 0.2511 Tc=60 min CN=63 0.10.1 5������� f 0.05 r 0 /r// //7 gill 111111111111 111111 11 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 2P: Front of site to Wayne Street Northwesterly Runoff = 0.35 cfs @ 12.11 hrs, Volume= 0.027 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 823 98 Roofs, HSG B 926 98 Paved roads w/curbs & sewers, HSG B 138 98 Unconnected pavement, HSG B 1,950 61 >75% Grass cover, Good, HSG B 37837 79 Weighted Average 17950 50.82% Pervious Area 17887 49.18% Impervious Area 138 7.31% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0067 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.0 6 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 51 Total Subcatchment 2P: Front of site to Wayne Street Northwesterly Hydrograph El Runoff 0.35 cfs 0.35 Type III 24-hr 25 year Rainfall=6.00 0.3 '111111111111 " Runoff Area=3,837 sf -MI 0.25 ,/ Runoff Volume=0.027 of Runoff Depth=3.68" 0.2 Flow Length=51' 0 Tc=8.0 min 0.15 CN=79 0.1 0.05 i Jill /.",�.0.,� r/,. "/ ,. 0 /r'/��/i//r/ir/i,di"r/r %7/% ,. gill r 11 1 11 11 11 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 3P: Front of site to Osgood Street at Wayne Street Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3P: Front of site to Osgood Street at Wayne Street Hydrograph 0.07 0.06 cfs El Runoff 0.065�11 Type III 24-hr 0.0&� j 25 year Rainfall=6.00" Runoff Area=709 sf 0.045 % Runoff Volume=0.004 of 0.04 / Runoff Depth=3.28" Nampo �: Flow Length=61'0 035� ' �� o 0.0311Tc=6.0�'` m i n U. 0 025 CN=75 IIIIIIIIIII %;�' 0.0 15 ����������� 0.01 0.005 Jil 0 //,d o//�it G/�i G G ar/r i//>i//,//i/,//i/i//G Z Gr/r /%r'i,///r i r//>i r/r,//i/,//i/i G G Z G G/i/ o,,✓ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 4AP: Rear of site to CB#3 Runoff = 0.79 cfs @ 12.08 hrs, Volume= 0.065 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 5,874 98 Paved parking, HSG B 5,874 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 18 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 68 Total, Increased to minimum Tc = 6.0 min Subcatchment 4AP: Rear of site to CB#3 Hydrograph 0.81- 0.79 cfs% Type......... III 24 Runoff 25year Rainfall=6.00" 0■7 ' Runoff Area=5sf 0■6^uuuum I ;/ Runoff Volume=0.065 of 4 0.5 �,! Runoff Depth=5.76" 0.4 Flow Length=68' c Slope=0.01 50 T U. 0.31 Tc=6.0 ml i n CN=98 0.1 r / / r r /0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 4BP: Rear of Site to DCB#4 Runoff = 1.63 cfs @ 12.08 hrs, Volume= 0.131 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 1,509 98 Roofs, HSG B 105116 98 Paved parking, HSG B 232 85 Gravel roads, HSG B 314 58 Meadow, non-grazed, HSG B 125171 97 Weighted Average 546 4.49% Pervious Area 115625 95.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 78 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 128 Total, Increased to minimum Tc = 6.0 min Subcatchment 4BP: Rear of Site to DCB#4 Hydrograph 1 .63 cfs El Runoff Type III 24-hr 25 year Rainfall=6.00" �j Runoff Area=12,171 sf 002MI Runoff Volume=0.131 of Runoff Depth=5.64" Flow Length=128' 0— Slope=0.0120 '/' U. ° Tc=6.0 m i n CN=97 /i / r/ r o' rr% 0Jill 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment 5P: Northerly portion of rear of site to Brook Runoff = 1.37 cfs @ 12.09 hrs, Volume= 0.097 af, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 2,000 98 Roofs, HSG B 2,750 98 Paved roads w/curbs & sewers, HSG B 2,723 85 Gravel roads, HSG B 8,513 58 Meadow, non-grazed, HSG B 155986 74 Weighted Average 115236 70.29% Pervious Area 43750 29.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 30 0.0500 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.1 10 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 40 Total, Increased to minimum Tc = 6.0 min Subcatchment 5P: Northerly portion of rear of site to Brook Hydrograph 1 .37 cfs El Runoff Type III 24-hr 25 year Rainfall=6.00" Runoff Area=15,986 sf 1 / Runoff Volume=0.097 of r Runoff Depth=3.18" � Flow Length=40' o � — Tc=6.0 m i n U. / CN=74 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 6P: Rear of site northwesterly to Brook Runoff = 0.19 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 478 98 Paved parking, HSG B 1,065 85 Gravel roads, HSG B 17543 89 Weighted Average 17065 69.02% Pervious Area 478 30.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.8 50 Total, Increased to minimum Tc = 6.0 min Subcatchment 6P: Rear of site northwesterly to Brook Hydrograph 0.2 0. 19 cfs El Runoff 0.18 Type III 24-hr 2 Rainfall=6.00" 5 year 0.16 Runoff Area=1,543 sf 0.14 "'0 RunoffVolume=0.014 af OOMI 0.12 Runoff Depth=4.74" 0.1 Flow Length=50' � 0 '` Slope=0.01 50 T u- 0.081- Tc=6.0 m i n CN=89 muuuuuuuum �� I ✓�/�/,� I I I I I I I it 0.02 iu, 0 711117-711117-711117--w- 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 7P: Rear of site southeasterly to Wayne Street Runoff = 2.70 cfs @ 12.08 hrs, Volume= 0.209 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25 year Rainfall=6.00" Area (sf) CN Description 4,000 98 Roofs, HSG B 125871 98 Paved parking, HSG B 2,146 85 Gravel roads, HSG B 1,600 61 >75% Grass cover, Good, HSG B 205617 94 Weighted Average 31746 18.17% Pervious Area 165871 81.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7P: Rear of site southeasterly to Wayne Street Hydrograph 3� Runoff 2.70 cfs El Type III 24-hr 25 year Rainfall=6.00" Runoff Area=20,617 sf002MI _ 2 // Runoff Volume=0.209 af ! Runoff Depth=5.30" Flow Length=103' � r ° /°� Slope=0.0140 '/' U. 1 uuuum Tc=6.0 m i n CN=94 s r/r' r r 0go/v,/"! / / /7 0'/!��i%r r�Z�/ />,�� />/%. />/�/ /v/�,% �>' v/>�%��r /r,!j/, %Lrd,///// „/r/ r /r,//�rarr,,,./r/ L/mil,/,�/r/r7>Lr Lr c%� a/,// r/r/r/r�L/fir/rl 11 1 J� 1 11 1 1 oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 63 Summary for Reach 1 R: 12" CLDI RD-STC Inflow Area = 0.085 ac,100.00% Impervious, Inflow Depth = 5.76" for 25 year event Inflow = 0.50 cfs @ 12.08 hrs, Vol u me= 0.041 of Outflow = 0.50 cfs @ 12.09 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.16 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 1.1 min Peak Storage= 11 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.50 cfs 12.0" Round Pipe n= 0.012 Length= 67.0' Slope= 0.0082 T Inlet Invert= 94.66% Outlet Invert= 94.11' (::D Reach 1 R: 12" CLDI RD-STC Hydrograph � I nflow 0.55`10.50 cfs El Outflow Inflow rea=0.085 ac Avg. Flow Depth=0,26' 0.45 Max Vel=3.16 fps ///// 0.4 ; 12.0" 0.35 Round Pipe �. 0.3 n=001-2 0 0.25111- L=67.0' U. S=0.0082 T 0.1 Capacity=3.50 cfs 0.1 0.05 0 11 111111 111 wool 111� 111111 oil III �� o 11 11111� I' ll I III 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 64 Summary for Reach 2R: 12" CLDI DCB-STC Inflow Area = 0.191 ac, 66.55% Impervious, Inflow Depth = 4.41" for 25 year event Inflow = 0.93 cfs @ 12.10 hrs, Vol u me= 0.070 of Outflow = 0.93 cfs @ 12.10 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 5.18 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.73 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.10 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Length= 3.0' Slope= 0.0200 '/' Inlet Invert= 94.17% Outlet Invert= 94.11' (::D Reach 2R: 12" CLDI DCB-STC Hydrograph rN r I n flow 0 9 3 cf s Eoutflow 1 Inflow Area=0.191 ac Avg. Flow Depth=0,28' Max Vel=5.18 fps % 12.0" i Round Pipe n=0.01 2 r� o �: L=3.0' U. r S=0.0200 T Capacity=5.46 cfs 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 65 Summary for Reach 3R: 12" CLDI STC-HDWALL Inflow Area = 0.276 ac, 76.89% Impervious, Inflow Depth = 4.83" for 25 year event Inflow = 1.43 cfs @ 12.09 hrs, Volume= 0.111 of Outflow = 1.43 cfs @ 12.10 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.23 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.10 hrs Average Depth at Peak Storage= 0.55' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.44 cfs 12.0" Round Pipe n= 0.012 Length= 15.0' Slope= 0.0040 '/' Inlet Invert= 93.86% Outlet Invert= 93.80' Reach 3R: 12" CLDI STC-HDWALL Hydrograph I nflow 11 .43 El Outflow Inflow rea=0.276 ac Avg. Flow Depth=0.55' Max Vel=3.23 fps / 12.0" 00=ft Round Pipe n=0 01 2 o L=1 5.0' U. S=0.0040 T Capacity=2.44 cfs 0 i 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 66 Summary for Reach 4R: 12" CLDI DCB-DMH Inflow Area = 0.016 ac, 96.16% Impervious, Inflow Depth = 5.64" for 25 year event Inflow = 0.09 cfs @ 12.08 hrs, Vol u me= 0.007 of Outflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.05 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.68 fps, Avg. Travel Time= 1.1 min Peak Storage= 2 cf @ 12.09 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.86 cfs 12.0" Round Pipe n= 0.012 Length= 45.0' Slope= 0.0100 '/' Inlet Invert= 94.00% Outlet Invert= 93.55' iii.. Reach 4R: 12" CLDI DCB-DMH Hydrograph � I nflow 0.1 0.09 cfs El Outflow Inflow Area=0.016 ac Avg. Flow Depth=O.11 0.08 Max Vel=2.05 fps 0.07 j 12.0" 0.06 Round Pipe � 0.051- �% n=0 01 2 o L=45.0' U. S=0.01 00 T Capacity=3.86 cfs 0.02 s 0.01 0 ado 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 67 Summary for Reach 5R: 12"CLDI CB-STC Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth = 5.76" for 25 year event Inflow = 0.79 cfs @ 12.08 hrs, Vol u me= 0.065 of Outflow = 0.79 cfs @ 12.09 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.01 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.00 fps, Avg. Travel Time= 0.7 min Peak Storage= 11 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.37' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.73 cfs 12.0" Round Pipe n= 0.012 Length= 40.0' Slope= 0.0050 '/' Inlet Invert= 94.90% Outlet Invert= 94.70' Reach 5R: 12"CLDI CB-STC Hydrograph i I nflow 0.79 cfsEl Inflow Area=0.135 ac Outflow �� 0.7 Avg. Flow Depth=0.37' r % Max Vel=3.01 fps 0.6 12.0" Round Pipe 0.5 n=0.012 c 0.4 - - - - - - - - - - - - - - L=40.0' U. S=0.0050 T 0.2 Capacity=2.73 cfs 0 110.1 %fir ,0�,�//�// //�/,,///i /r 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 68 Summary for Reach 7R: 18" CLDI STC-BROOK Inflow Area = 0.414 ac, 96.97% Impervious, Inflow Depth = 5.68" for 25 year event Inflow = 2.43 cfs @ 12.08 hrs, Vol u me= 0.196 of Outflow = 2.43 cfs @ 12.09 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.59 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.87 fps, Avg. Travel Time= 0.6 min Peak Storage= 30 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.78' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.50 cfs 18.0" Round Pipe n= 0.012 Length= 32.0' Slope= 0.0016 '/' Inlet Invert= 94.45% Outlet Invert= 94.40' r/ Reach 7R: 18" CLDI STC-BROOK Hydrograph I nflow 2.4 3 cfs Inflow Area=0.414 ac El Outflow Avg. Flow Depth=0.78' 2 Max Vel=2.59 fps 18,011 Round Pipe � 'r n=0.01 2 r/ o L=32.0' ILL 1 S=0.0016 '/' r , Capacity=4.50 cfs j/ 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 11124-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 69 Summary for Reach 1OR: DCB-STC Inflow Area = 0.279 ac, 95.51% Impervious, Inflow Depth = 5.64" for 25 year event Inflow = 1.63 cfs @ 12.08 hrs, Volume= 0.131 of Outflow = 1.63 cfs @ 12.08 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 4.40 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.08 hrs Average Depth at Peak Storage= 0.48' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.52 cfs 12.0" Round Pipe n= 0.012 Length= 6.0' Slope= 0.0083 '/' Inlet Invert= 94.75% Outlet Invert= 94.70' Reach 10R: DCB-STC Hydrograph I nflow 1 .63 El Outflow Inflow rea=0.279 ac Avg. Flow Depth=0,48' Max Vel=4.40 fps j 12.0" Round Pipe n=0 01 2 r rr, o L=6.0' U. S=0.0083 T r Capacity=3.52 cfs r/ Mill: 0 r r/ r/ r / r /i'.e/'r ,r/ r/,, ifir'/r ,r/�'i r ,'i'„„ �f �'ad/r/ //i rr / r r/r 7 d G�/7 L�L�Z r�j/,��/%/��r�,%/ r�/%i;/ /%/i�/�,�r�r/��� �//,/r/ �r r�,r%r/r oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 70 Summary for Reach BP1: Front of site to Brook Inflow Area = 0.526 ac, 48.42% Impervious, Inflow Depth = 3.67" for 25 year event Inflow = 2.10 cfs @ 12.09 hrs, Volume= 0.161 of Outflow = 2.10 cfs @ 12.09 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP1: Front of site to Brook Hydrograph I nflow 2. 1 fs � C El Outflow Inflow Area=0.526 ac 2 f/ o U. MAU 0 Jill 11 11 f, 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type /// 24-hr 25 year Rainfall=6.00" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 71 Summary for Reach BP2: Rear of site to Brook Inflow Area = 0.817 ac, 63.89% Impervious, Inflow Depth = 4.52" for 25 year event Inflow = 3.98 cfs @ 12.09 hrs, Vol u me= 0.308 of Outflow = 3.98 cfs @ 12.09 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP2: Rear of site to Brook Hydrograph I nflow 3.9 8 cfs outflow 4 �� Inflow Area=0.817 ac El /r 3 0 009M%% 2,U. ` s' r9 71111111111111111 I ✓r," � I I I I I I r fir// i///a'.,r r i/// , i"//�/// ////'i i�//r//r////r/rr/r,r'��iG"�i L/�Z//'L%/%,//,'✓/r�//%r/ i/o''�/ir' / 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 72 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1AP: New Addition Roof Runoff Area=3,714 sf 100.00% Impervious Runoff Depth=8.36" Tc=6.0 min CN=98 Runoff=0.72 cfs 0.059 of Subcatchment 1 BP: Main portion of front of site to Runoff Area=8,301 sf 66.55% Impervious Runoff Depth=6.91" Flow Length=96' Tc=7.0 min CN=86 Runoff=1.42 cfs 0.110 of Subcatchment 1 CP: Front portion of site to DCB#1 Runoff Area=677 sf 96.16% Impervious Runoff Depth=8.24" Flow Length=70' Slope=0.0140 '/' Tc=6.0 min CN=97 Runoff=0.13 cfs 0.011 of Subcatchment 1 DP: Front portion of site directly Runoff Area=10,206 sf 11.75% Impervious Runoff Depth=4.15" Flow Length=80' Tc=6.0 min CN=63 Runoff=1.14 cfs 0.081 of Subcatchment2P: Front of site to Wayne Street Runoff Area=3,837 sf 49.18% Impervious Runoff Depth=6.07" Flow Length=51' Tc=8.0 min CN=79 Runoff=0.58 cfs 0.045 of Subcatchment3P: Front of site to Osgood Street at Runoff Area=709 sf 37.38% Impervious Runoff Depth=5.59" Flow Length=61' Tc=6.0 min CN=75 Runoff=0.11 cfs 0.008 of Subcatchment4AP: Rear of site to CB#3 Runoff Area=5,874 sf 100.00% Impervious Runoff Depth=8.36" Flow Length=68' Slope=0.0150 '/' Tc=6.0 min CN=98 Runoff=1.14 cfs 0.094 of Subcatchment4BP: Rear of Site to DCB#4 Runoff Area=12,171 sf 95.51% Impervious Runoff Depth=8.24" Flow Length=128' Slope=0.0120 '/' Tc=6.0 min CN=97 Runoff=2.35 cfs 0.192 of Subcatchment5P: Northerly portion of rear of site Runoff Area=15,986 sf 29.71% Impervious Runoff Depth=5.47" Flow Length=40' Tc=6.0 min CN=74 Runoff=2.34 cfs 0.167 of Subcatchment6P: Rear of site northwesterly to Runoff Area=1,543 sf 30.98% Impervious Runoff Depth=7.28" Flow Length=50' Slope=0.0150 '/' Tc=6.0 min CN=89 Runoff=0.28 cfs 0.021 of Subcatchment7P: Rear of site southeasterlyto Runoff Area=20,617 sf 81.83% Impervious Runoff Depth=7.88" Flow Length=103' Slope=0.0140 '/' Tc=6.0 min CN=94 Runoff=3.93 cfs 0.311 of Reach 1 R: 12" CLDI RD-STC Avg. Flow Depth=0.31' Max Vet=3.50 fps Inflow=0.72 cfs 0.059 of 12.0" Round Pipe n=0.012 L=67.0' S=0.0082 '/' Capacity=3.50 cfs Outflow=0.72 cfs 0.059 of Reach 2R: 12" CLDI DCB-STC Avg. Flow Depth=0.35' Max Vet=5.85 fps Inflow=1.42 cfs 0.110 of 12.0" Round Pipe n=0.012 L=3.0' S=0.0200 '/' Capacity=5.46 cfs Outflow=1.42 cfs 0.110 of Reach 3R: 12" CLDI STC-HDWALL Avg. Flow Depth=0.73' Max Vet=3.50 fps Inflow=2.14 cfs 0.169 of 12.0" Round Pipe n=0.012 L=15.0' S=0.0040 '/' Capacity=2.44 cfs Outflow=2.14 cfs 0.169 of Reach 4R: 12" CLDI DCB-DMH Avg. Flow Depth=0.13' Max Vet=2.28 fps Inflow=0.13 cfs 0.011 of 12.0" Round Pipe n=0.012 L=45.0' S=0.0100 '/' Capacity=3.86 cfs Outflow=0.13 cfs 0.011 of Reach 5R: 12"CLDI CB-STC Avg. Flow Depth=0.45' Max Vet=3.32 fps Inflow=1.14 cfs 0.094 of 12.0" Round Pipe n=0.012 L=40.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=1.14 cfs 0.094 of Reach 7R: 18" CLDI STC-BROOK Avg. Flow Depth=0.99' Max Vet=2.81 fps Inflow=3.49 cfs 0.286 of 18.0" Round Pipe n=0.012 L=32.0' S=0.0016 '/' Capacity=4.50 cfs Outflow=3.49 cfs 0.286 of North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 73 Reach 10R: DCB-STC Avg. Flow Depth=0.60' Max Vet=4.80 fps Inflow=2.35 cfs 0.192 of 12.0" Round Pipe n=0.012 L=6.0' S=0.0083 '/' Capacity=3.52 cfs Outflow=2.35 cfs 0.192 of Reach BP1: Front of site to Brook Inflow=3.41 cfs 0.261 of Outflow=3.41 cfs 0.261 of Reach BP2: Rear of site to Brook Inflow=6.11 cfs 0.474 of Outflow=6.11 cfs 0.474 of Total Runoff Area = 1.920 ac Runoff Volume = 1.098 of Average Runoff Depth = 6.86" 36.82% Pervious = 0.707 ac 63.18% Impervious = 1.213 ac North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 1AP: New Addition Roof Runoff = 0.72 cfs @ 12.08 hrs, Volume= 0.059 af, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 3,714 98 Roofs, H S G B 37714 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1AP: New Addition Roof Hydrograph 0.8 Runoff 0.72 cfs El 0.7Type,� 11I 24-hr / 100 year Rainfall=8.60" 0.6 M Runoff Area=3,714 sf Runoff Volume-0.059 of U) 0.5 Runoff Depth=8.36" 0.4 Tc=6.0 m i n o r - - - - - - - - - - - - - CN=98 UL 0.3 - ,r 0 r / mmuuu ,rr� I I I r ./r rr/�r>"",.�/i /r/r ,r /r/,/;p/r,/r, rr//// i /%�r/ �id 'rr/r,//%//,,�.,//r/,//�,/ /r/>'�/ ,��r/o r/ r/,r/, 7%/ /i/%//,�r/ii rr/ri,��//r r/ 7%i%// i/ /-/- ----- 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 1 BP: Main portion of front of site to DCB#2 Runoff = 1.42 cfs @ 12.10 hrs, Volume= 0.110 af, Depth= 6.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 5,524 98 Paved roads w/curbs & sewers, HSG B 2,777 61 >75% Grass cover, Good, HSG B 8,301 86 Weighted Average 27777 33.45% Pervious Area 57524 66.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 34 0.0060 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 62 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 96 Total Subcatchment 1BP: Main portion of front of site to DCB#2 Hydrograph 1 .42 cfs El Runoff Type III 24-hr 100 year Rainfall=8.60" Runoff Area=8,301 sf � ! Runoff Va Runoff Depth=6.91 Flow Length=96" 0 Tc=7.0 m i n U. CN=86 iKOM 0 , d i /� �i,","r//',s�/� i� �a'i i', ,sip i i /r, 7 ,c"Z L L i //a a�r r/, Jill Jill III oil III I' ll I' ll go 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 1CP: Front portion of site to DCB#1 Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 8.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 651 98 Paved parking, HSG B 26 61 >75% Grass cover, Good, HSG B 677 97 Weighted Average 26 3.84% Pervious Area 651 96.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 20 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 70 Total, Increased to minimum Tc = 6.0 min Subcatchment 1CP: Front portion of site to DCB#1 Hydrograph 0.14 0. 13 cfs El Runoff T ype 11124-hr 0.12 % 100yeara all=R iof 8.60.. Runoff Area=677 sf 0.1 / Runoff Volume=0.011 of ,! Runoff Depth=8.24"%1 0.08 Flow Length=70' 0— 0.06, Slope=0.0140 '/' Tc=6.0 min n CN=97 0.02 1"JIM/arg Q/K 0 ,11/a/1 1/1;2//1/1/&1 as i i„/i ii i/ 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 1 DP: Front portion of site directly to Brook Runoff = 1.14 cfs @ 12.09 hrs, Volume= 0.081 af, Depth= 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 924 98 Roofs, HSG B 275 98 Paved parking, HSG B 9,007 58 Meadow, non-grazed, HSG B 105206 63 Weighted Average 97007 88.25% Pervious Area 17199 11.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 50 0.0220 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 30 0.0420 1.43 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.7 80 Total, Increased to minimum Tc = 6.0 min Subcatchment 1 DP: Front portion of site directly to Brook Hydrograph 1 . 14 cfs El Runoff Type III 24-hr 1 100 year Rainfall=8.60" Runoff Area=10,206 sf 00I Runoff Volume=0.081 of Runoff Depth=4.15" Flow Length=80' o — Tc=6.0 m i n U. CN=63 ,a i 1 0111 11 11 11 1 1 1 11 11 11 117 84' 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 2P: Front of site to Wayne Street Northwesterly Runoff = 0.58 cfs @ 12.11 hrs, Volume= 0.045 af, Depth= 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 823 98 Roofs, HSG B 926 98 Paved roads w/curbs & sewers, HSG B 138 98 Unconnected pavement, HSG B 1,950 61 >75% Grass cover, Good, HSG B 37837 79 Weighted Average 17950 50.82% Pervious Area 17887 49.18% Impervious Area 138 7.31% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0067 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.0 6 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 51 Total Subcatchment 2P: Front of site to Wayne Street Northwesterly Hydrograph 0.&' 0.55 cfs El Runoff Type III 24-hr 100 year Rainfall=8.60' � Runoff Area=3,837 sf 0.45 / Runoff0.4 Volume=0.045 of *42000 0.35 / Runoff Depth=6.07" 0.31- Flow...Length=51' O —� Tc�8.0 min 0251. I CN=79 f I I I I I I I mumuu I � I I I muuum 0.15 0.1 0.05 / p V/ r / r s/ r MOn i% . % i' ��/'/,�/�/% / ✓///a;%r r/r//r/r r//�/- r�i"/r, i 1 /j a�,%�r� 0 i G iGGi G i / r/r//r r/,r//io is/ i /, 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 3P: Front of site to Osgood Street at Wayne Street Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 265 98 Paved parking, HSG B 444 61 >75% Grass cover, Good, HSG B 709 75 Weighted Average 444 62.62% Pervious Area 265 37.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 15 0.0075 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 46 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 61 Total, Increased to minimum Tc = 6.0 min Subcatchment 3P: Front of site to Osgood Street at Wayne Street Hydrograph 0.11 0. 11 cfs Type III 24-hr Runoff 0.1 -100 year Rainfall=8.60" 0.09 % Runoff Area=709 sf 0.08 % Runoff Volume=0.008 of 0.07 Runoff Depth=5.59" Nampo 0 0.06 Flow Length=61' 0 0.0511- Tc=6.0 m i n CN=75 0.02 0.01 / � /0 , / / i / / / % / i/ i /i Jill Iloilo 111111111111 111111 go 111111111 11 11 1 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 4AP: Rear of site to CB#3 Runoff = 1.14 cfs @ 12.08 hrs, Volume= 0.094 af, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 5,874 98 Paved parking, HSG B 5,874 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 18 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 68 Total, Increased to minimum Tc = 6.0 min Subcatchment 4AP: Rear of site to CB#3 Hydrograph 1 . 14 cfs El Runoff Type III 24-hr r/ 100 year Rainfall=8.60" Runoff Area=5,874 sf 00i Runoff Volume=0.094 of Runoff Depth=8.36" Flow Length=68" 0— Slope=0.01 50 T U. Tc=6.0 m'i n CN=98i s r 0 // , % 'r// / i A/ // ; /r /%/ e/ /rdr „ Jill Jill 111111 111111 1 11 11 11 11 11 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 4BP: Rear of Site to DCB#4 Runoff = 2.35 cfs @ 12.08 hrs, Volume= 0.192 af, Depth= 8.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 1,509 98 Roofs, HSG B 105116 98 Paved parking, HSG B 232 85 Gravel roads, HSG B 314 58 Meadow, non-grazed, HSG B 125171 97 Weighted Average 546 4.49% Pervious Area 115625 95.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0120 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 78 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 128 Total, Increased to minimum Tc = 6.0 min Subcatchment 4BP: Rear of Site to DCB#4 Hydrograph 2.35 cfs El Runoff Type III 24-hr 100 year Rainfall=8.60" 2 % Runoff Area=12,171 sf 002MI Runoff Volume=0.192 of Runoff Depth=8.24" Flow Length=128' / 0 — Slope=0.0120 '/' Tc=6.0 m i n CN=97 o / 0,r r/ r o' 11/r,///,/ ;i ,'//rr,/r /rr/, i/ r ,r %j'/' %/' / / r,r /i i r/, O!„ >r r> >/r, /r/> Jill �/�o sr s� //r% ,,,.�r/r C/%l/ /' /r i / >'>'a/ >'/ >' Jill 0 //i liar, ✓ r// Jill go 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 82 Summary for Subcatchment 5P: Northerly portion of rear of site to Brook Runoff = 2.34 cfs @ 12.09 hrs, Volume= 0.167 af, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 2,000 98 Roofs, HSG B 2,750 98 Paved roads w/curbs & sewers, HSG B 2,723 85 Gravel roads, HSG B 8,513 58 Meadow, non-grazed, HSG B 155986 74 Weighted Average 115236 70.29% Pervious Area 43750 29.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 30 0.0500 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.1 10 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.9 40 Total, Increased to minimum Tc = 6.0 min Subcatchment 5P: Northerly portion of rear of site to Brook Hydrograph 2.34 cfs El Runoff Type III 24-hr 100 year Rainfall=8.60" 2 j Runoff Area=15,986 sf Runoff Volume=0.167 of Runoff Depth=5.47" Flow Length=40" o — 1Tc=6.0 ruin r%j CN=74 r r r/ r,;r M//m 0i / u>r' Jill " 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 6P: Rear of site northwesterly to Brook Runoff = 0.28 cfs @ 12.08 hrs, Volume= 0.021 af, Depth= 7.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 478 98 Paved parking, HSG B 1,065 85 Gravel roads, HSG B 17543 89 Weighted Average 17065 69.02% Pervious Area 478 30.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0150 1.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.8 50 Total, Increased to minimum Tc = 6.0 min Subcatchment 6P: Rear of site northwesterly to Brook Hydrograph 0.3- 0.28 cfs El Runoff Type III 24-hr 100year Rainfall=8.600.25 i Runoff Area=1,543 sf -� 0.2 Runoff Volume=0.021 of Runoff Depth=7.28" 0.15- Flow Length=50' ° Slope=0.01 50 T UL Tc=6.0min CN=89 0.05 01 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 7P: Rear of site southeasterly to Wayne Street Runoff = 3.93 cfs @ 12.08 hrs, Volume= 0.311 af, Depth= 7.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100 year Rainfall=8.60" Area (sf) CN Description 4,000 98 Roofs, HSG B 125871 98 Paved parking, HSG B 2,146 85 Gravel roads, HSG B 1,600 61 >75% Grass cover, Good, HSG B 205617 94 Weighted Average 31746 18.17% Pervious Area 165871 81.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 50 0.0140 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 53 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 103 Total, Increased to minimum Tc = 6.0 min Subcatchment 7P: Rear of site southeasterly to Wayne Street Hydrograph 3.9 3 cfsEl Runoff Type III 24-hr 100 year Rainfall=8.60" 3 Runoff Area=20,617 sf ,%: ,% Runoff Volume=0.311 of Runoff Depth=7.88" 21 Flow Length=103' °U. Slo e=0.0140 '/' Tc=6.0 m i n 1 CN=94 / r/ r', r ,r r'!/ /, erg/ ir,/' ! i��%/� r//„/fir/r� r��� ,r /',;r/ �r iir/, " ' /r,�,,,� /rr/r///l% ui,L/ r l! gill 1111 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 85 Summary for Reach 1 R: 12" CLDI RD-STC Inflow Area = 0.085 ac,100.00% Impervious, Inflow Depth = 8.36" for 100 year event Inflow = 0.72 cfs @ 12.08 hrs, Vol u me= 0.059 of Outflow = 0.72 cfs @ 12.09 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.50 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.16 fps, Avg. Travel Time= 1.0 min Peak Storage= 14 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.31' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.50 cfs 12.0" Round Pipe n= 0.012 Length= 67.0' Slope= 0.0082 '/' Inlet Invert= 94.66', Outlet Invert= 94.11' (::D Reach 1 R: 12" CLDI RD-STC Hydrograph f% -7 r% I nflow o.s 0.72 cfs _ El Outflow Inflow rea=0.085 ac l , : Avg, Flow Depth=0.31' 0.6 Max Vel=3.50 fps 12.0" 00=ft 0.5 :! Round Pipe 0.41- ; n=0.01 2 o L=67.0' U. S=0.0082 T Capacity=3.50 cfs 0.1 . 0- 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 86 Summary for Reach 2R: 12" CLDI DCB-STC Inflow Area = 0.191 ac, 66.55% Impervious, Inflow Depth = 6.91" for 100 year event Inflow = 1.42 cfs @ 12.10 hrs, Volume= 0.110 of Outflow = 1.42 cfs @ 12.10 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 5.85 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.94 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.10 hrs Average Depth at Peak Storage= 0.35' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Length= 3.0' Slope= 0.0200 '/' Inlet Invert= 94.17% Outlet Invert= 94.11' Reach 2R: 12" CLDI DCB-STC Hydrograph � I nflow 1 .42 cfs E Outflow Inflow Area=0.191 ac Avg. Flow Depth=0.35' Max Vel=5.85 fps j 12.0" 00=ft Round Pipe n=0.01 2 o L=3.0' U. S=0.0200 T Capacity=5.46 cfs gammas= O ' r//i /��i/ i,�ii //,i�/ ///'/'r'''i�/ ���/i r/ �r/ice, /i/ ��, ii'/ // / /��,/�r r/� ��"i/',�/air r r/,r r/ //� iL iG/i / r/,r'iyr/r/, / oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 87 Summary for Reach 3R: 12" CLDI STC-HDWALL Inflow Area = 0.276 ac, 76.89% Impervious, Inflow Depth = 7.36" for 100 year event Inflow = 2.14 cfs @ 12.09 hrs, Volume= 0.169 of Outflow = 2.14 cfs @ 12.09 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.50 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 0.2 min Peak Storage= 9 cf @ 12.09 hrs Average Depth at Peak Storage= 0.73' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.44 cfs 12.0" Round Pipe n= 0.012 Length= 15.0' Slope= 0.0040 '/' Inlet Invert= 93.86% Outlet Invert= 93.80' Reach 3R: 12" CLDI STC-HDWALL Hydrograph A A Ep 2 Inflow 2. 14 cfs El Outflow Inflow Area=0.276 ac 2 Avg. pFlow De th=0.73' Max Vel=3.50 fps 12.0" Round Pipe = n_ . 01 2L=1 O mmuuu I 'O// I I I I I I 5.0' `` I 4 �T S=0.00 0 r Capacity=2.44 cfs r I I I I I I I I.. I I d� r I od i i E I i I r i I I i l I.II VI i O hY �I r I 1. I�I II i I I I I I I h� I`IIII I II I / Iu I I Ili yyo�l III u /I.I I IM I I I I / I I 0 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 88 Summary for Reach 4R: 12" CLDI DCB-DMH Inflow Area = 0.016 ac, 96.16% Impervious, Inflow Depth = 8.24" for 100 year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.011 of Outflow = 0.13 cfs @ 12.09 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.28 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.76 fps, Avg. Travel Time= 1.0 min Peak Storage= 3 cf @ 12.09 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.86 cfs 12.0" Round Pipe n= 0.012 Length= 45.0' Slope= 0.0100 '/' Inlet Invert= 94.00% Outlet Invert= 93.55' rr Reach 4R: 12" CLDI DCB-DMH Hydrograph An I nfl ow 0. 13 cfsOutflow0.14 / Inflow Area=0.016 ac Avg. Flow Depth=0.13' Max Vel=2.28 fps 0.1- 12.0" Round Pipe `- 0.08- n=0.012 o 0.06,� ;�' � � L=45.0' U. S=0.01 00 T Capacity=3.86 cfs 0.02 i 0 ,irk,/r/ /�/ i G i G i, , /" ,,;0,/i/i,r' /i r%//%/i/i G /r/ %✓ i/�//i,/ /i/i/%/i/i G G i ice, 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 89 Summary for Reach 5R: 12"CLDI CB-STC Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth = 8.36" for 100 year event Inflow = 1.14 cfs @ 12.08 hrs, Volume= 0.094 of Outflow = 1.14 cfs @ 12.09 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 3.32 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.12 fps, Avg. Travel Time= 0.6 min Peak Storage= 14 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.45' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.73 cfs 12.0" Round Pipe n= 0.012 Length= 40.0' Slope= 0.0050 '/' Inlet Invert= 94.90% Outlet Invert= 94.70' Reach 5R: 12"CLDI CB-STC Hydrograph A A Ep 2 Inflow cfs14. 1 El Outflow Inflow Area=O.135 ac Avg. Flow Depth=0,45' Max Vel=3.32 fps 12.0" / Round Pipe n=0.01 2 o L=40.0' U. S=0.0050 T Capacity=2.73 cfs 0 r r% 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 90 Summary for Reach 7R: 18" CLDI STC-BROOK Inflow Area = 0.414 ac, 96.97% Impervious, Inflow Depth = 8.28" for 100 year event Inflow = 3.49 cfs @ 12.08 hrs, Vol u me= 0.286 of Outflow = 3.49 cfs @ 12.09 hrs, Volume= 0.286 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 2.81 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.98 fps, Avg. Travel Time= 0.5 min Peak Storage= 40 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.99' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 4.50 cfs 18.0" Round Pipe n= 0.012 Length= 32.0' Slope= 0.0016 '/' Inlet Invert= 94.45% Outlet Invert= 94.40' Reach 7R: 18" CLDI STC-BROOK Hydrograph Inflow 3.4 9 CfS Outflow) Inflow Area=0.414 ac El Avg. Flow Depth=0.99' 3 Max Vel=2.81 fps 18,011 .-. Round Pipe 2 n=0.01 2 � o L=32.0' LL S=0.0016 '/' Capacity=4.50 cfs 01 11 11 11 /r///i/ r// ' 'i%y ji/ , / /ii go 111111 1111 oil 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 91 Summary for Reach 1OR: DCB-STC Inflow Area = 0.279 ac, 95.51% Impervious, Inflow Depth = 8.24" for 100 year event Inflow = 2.35 cfs @ 12.08 hrs, Vol u me= 0.192 of Outflow = 2.35 cfs @ 12.08 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/ 3 Max. Velocity= 4.80 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.66 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.08 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.52 cfs 12.0" Round Pipe n= 0.012 Length= 6.0' Slope= 0.0083 '/' Inlet Invert= 94.75', Outlet Invert= 94.70' Reach 10R: DCB-STC Hydrograph F-W rN 1� I El I nflow 2.3 5 El Outflow Inflow rea=0.279 ac Avg. Flow Depth=0.60' 2 Max Vel=4.80 fps j 12.0" Round Pipe n=0 01 2 o L=6.0' S=0.0083 T Capacity=3.52 cfs / 0 1 I'm r' 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 92 Summary for Reach BP1: Front of site to Brook Inflow Area = 0.526 ac, 48.42% Impervious, Inflow Depth = 5.95" for 100 year event Inflow = 3.41 cfs @ 12.09 hrs, Volume= 0.261 of Outflow = 3.41 cfs @ 12.09 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP1: Front of site to Brook Hydrograph -nA A I nflow 3.41cfsEl Outflow Inflow Area=0.526 ac 3 2 C U. uuu°u ji/it/ a 1 0 r 0 5 10 15 20 25 30 35 40 45 Time (hours) North Andover DPW Proposed Conditions Proposed Conditions 5-27-2016 Type 111 24-hr 100 year Rainfall=8.60" Prepared by Linden Engineering Partners, LLC HydroCAD® 10.00 s/n 07179 ©2013 HydroCAD Software Solutions LLC Page 93 Summary for Reach BP2: Rear of site to Brook Inflow Area = 0.817 ac, 63.89% Impervious, Inflow Depth = 6.97" for 100 year event Inflow = 6.11 cfs @ 12.09 hrs, Vol u me= 0.474 of Outflow = 6.11 cfs @ 12.09 hrs, Volume= 0.474 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs /3 Reach BP2: Rear of site to Brook Hydrograph F-;:;-A A I nflow 6. 11 cfs El Outflow 6 Inflow Area=0.817 ac I I I I I 5 009M%% 4 muumo I � I I I I I I I 0 3" U. 2 / ii I ✓/%/'%/' I I I I I I I i r. i 0 0 5 10 15 20 25 30 35 40 45 Time (hours) TSS CALCULATION SHEETS INSTRUCTIONS: Non-automated.,Mar.4,Zoos 1.Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2.The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3.To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4.To complete Chart Column E value,subtract Column D value within Row from Column C within Row 5.Total TSS Removal=Sum All Values in Column D Location: Akr A B C D E TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed (B*C-) Load, (C-D) 1.00 Mow -le as � GC o co ca 0 0 0� 19- "S V Separate Form Needs to � be Completed for Each Total TSS Removal = � ' Outlet or BMP Train Project: �Ss J01 A V Uj Prepared By: *Equals remaining load from previous BMP (E) Date: z 9 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.Prorn MassDEP Sformwater Handbook Vol. 1 Mass.Dept.of Environmental Protection INSTRUCTIONS: Non-automated:Ntar.4,2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations.Column A and B: See MassDEP Structure!BMP Table 2.The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3.To complete Chart Column D,multiple Column B value within Row x Column C value within Row 4.7o complete Chart Column E value,subtract Column D value within Row from Column C within flow 5.Total TSS Removal=Sum All Values in Column Q Location: Ile A-9 A B C D E TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed (B*C) Load_(C-D) Plop% 4WD 5 /0-"-"tz 1.00 J "now U is > STO o 0 a� _ � o low ca gloom ra Separate Farm Needs to rbe Completed for Each Total TSS Removal Now now Outlet or BMP Train Project: d SS K WIN (� Prepared By: *Equals remaining load from previous BMP(E) Date: 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 STORMCEPTOR PERFORMANCE DATA M 1 The calm during 'the s1torm When it rains, oils, sediments and other contaminants are washed from paved ,f surfaces directly into our storm drains and waterways. Non-point source o pollution associated with stormwater runoff accounts for approximately 80/o of water pollution in North America. In and effort to protect our water resources, regulatory agencies are responding with new and evolving regulations. Stormceptor continues to meet regional requirements • As regulatory requirements shift focus to flow, Stormceptor sizing methods also shift focus to flow. . Patented technology captures and treats water quality flowrate while eliminating concerns of scour or resusp nsiom Remani i rmwater quality Stormceptor performance achieves industry load" accolades •� Stormceptor achieves first on-line stormwater treatment device'approval from the New. Jersey Departmen#of menta:l :prote:ctioln'.11,111,111,1111,'ll''''I'll,'ll''''I'll''''I'll'','ll'','ll''''I'll''''I'll'',.11,111,111,111,111,11'll'','ll''''I'll''''I'll'','ll'','l,''''I'll'I ection. • Performance testing verifies a high degree of TSS capture and retention without scour at high flows. :*_:-Maintains continuous positive treatment of total suspended solids (TSS)year-round, regardless of flowrate.Ava"ilable Models STC 450i 4 68, 1.3 86 46 STC 900 6 63 3.4 251 89 STC 1200 6 79 3.4 251 127 STC 1800 6 113 3.4 251 207 STC 2400 8 104 5.4 840 205 STC 3600' 8 144 5.7 840 373 STC 4800 10 140 8.8 909 543 STC 6000 10 162 9.1 909 687 STC 7200 12 148 12.1 11079 839 STC 11000 2 x 10 140 19.4' 2,792 17089 STC 13000 2 x 10 162 20.6' 2,792 1,374 STC 15000 2 x 12 148 27.8 3,055 1,677 1. Structure diameter represents the typical inside diameter of the concrete structure. 2. Depth Below Pipe and Maximum Sediment Capacity for certain models can vary to accommodate specific site designs.Call your local Stormceptor representative. 3. Design Flow Rate is based on capture,treatment,and retention of d50—100 micron particle size.Stormceptor STC has been independently verified not to scour or resuspend TSS. For more information,visit our website or contact: Lawrence H Galkowski,PE,Regional Engineer New England Area email:Igalkowski@cemexusa.com cell:413-246-7144 fl www.rinkerstormceptor.com (800)909-7763 Concrete Pipe Division 69 deck Road Westfield,-MA 0 1086 Y° 413w 6 -364 7 MATERIALS' 4 1 m662P70 1 0 (fax) knker.com a% -------------- Dick Cutts J., Crowe Associates � a / 108 TS removal Subject: stormcep Dick: Stormceptor was one of the first Best Management Practice technologies reviewed and 9 I'venfavorable ranking by the MASTEP program. Today we are ranked with a 2 on the olesringhDuse which can be accessed at WML. Ste P-,_ e Attached 'i's a copy of our original acceptance letteur from The Commonwealth of Massachusetts Executive Office of Wirral Affairs SECRETARYTrudy Coxe that confirms Stormceptorm T S r mova The new MADEP regulatiouns encourage vendors- to be part of the MASTEP program as well as the TARP program and Stormceptoio Is one of the few that participates In both, Please review the attached teohnical sheet Stormceptar has TARP covered, The Burn or �technology token into ounsideration that Particle Sizeisalso n important topic when discussing the TSS removal objective. Please see the attached sheet Perflole Sizeafters. Dick, if you feel you need more information, do not hesitate to contact me, Thanks° Annette Laho I LlI O1 J5627010 RINKERMATERIALS PAGE 02/118 e 0Ovet-WOR `Ole (617)727-SBOD THUDY CDXC- FAX:017)7R7,2754 SMARMY f w-rnagnst,MID,me.Us/anvir r C ryary 91 1998 John Boyer IC /New England Pipe 174 All HWIows Rd P.O.Box 307 D var M €� s I Wanted to congratu)ate yoll pil 11WAIM)D95 Of the alMoB d toohno ogy assess MO report prepared by t)c Massachu�oM St�ty c nyl 9S1p(STRp) n. r l at yotir Stoymoppor S ex),aan provide ramovol rates of at jes9t 70P 77p��f-or Tbtal 1 s anded Bollidsy , g �B s Aron c tox°1 p t e_ornian Dart re-ViDwcd b v' al-So suppor:q a treatment capability of % ja sized acnord to Stormca tor's"noRtME)jIt good likelihood Of achieving TO ro oval ratm b tw o 8 %and 99% undo conditions 1il"Jor to ibr,Westwood Magnaob sqct shna : o-t concludes that O r Stormaeptor systems rov do enhanood treatment of n slioil, storillwater and I ffered as on ff ot've spit)'Ontro and stor ° ilter quality to lr,plfloo 00 Vo tior1fil xnanhoj s WM&F1 storm drain systome, STEP:.co b ud d t O. o'er Mt w ridd ifdcrable,value ow conventional BMNsuob 9 rmich Avj s iuid debp sum sat 'Pbe wstem removes r t� s fi B .d d c ds o s and gFOAM during r'000 of OW and hJgh 0 o s andkhflr tbe powntifil Bch" ve sta dardv rl, 5� 6,7 and 111 the Sto .t y ana a dnt Ilan'book(Me F and MM, a STEP's report Offers good ` ig for MORSOChUMUD CD 'anitivs seeking better, f€acy, Ojonper environmental.proteption, In fact,I was dolightod to Poe too roporPs r, nd V g Ag,a i t 0011 t"AttrI Mi oil IR on t x pogx 1-vo STEMaospnowont and p1pnee call B 30110Td In my office at 6 7) 72,7.9800 e t,449 if YOU JIM anY questions or seek additional information, Cordiaily, 9 4 rtCDxe g REOrCLED P PEA m�wa�mam lao aama.�n�oms+rm.. or�� ���+� .fie ••x4.0•0.0..690.7� �y�vFWa°-Lo av D.FOOWQ o, 4135627010 RINKEFRIIATER I ALS vs ormcepjor l�, P P 118-111 ere; q A [;'1. 8!S Y; ; RC overe du TARP Tier I Approval Verdes Stors nceptoj,�S Superior Performance W h a t 'I's Uk R P 09 TAPP (Technology Acceptance and Reciproolty Partnersillp)was established In 2000 as a standardized method of evaluatft the performance of stormwate r treatment WcMnologles, The TARP program Is a three-flered process t1ircit Includes r1garous laboratory testing, field tests and MgUfatory permits, TARP standards are currently recognized by eight participating states- New Jersey, California, 1111nolE, Maryland, Massachusetts, New Yorij, Pennsylvania c-ind Virgirile, sit/he"', Cf0ef,-; TARP do? TARP's certificat,tan program provides s0leniffic date on stormwater technologies and related performance CICIMS, Which helps,,, Regulators and onginc.el-ts isnake. sound derAsIons when addressing stormwater treatme nt need' Spread technology performenoe date quioldy, giving jurisdictlons an opportunftyto better meet stl')'eir Water Cluelfty objectiveB6 Hnaw WaS S.A010mceptor recogniZeci bY TARP71( In February 2005, Stormceptor received TARP Tier I inteft certification from the New Jersey Department Of Environmental Protection (NJD'EP), verifying Stormceptor's ability to perform beyond normal operational caPlacity during extreme raWall. VVIIP( does TARP test MP Tier I focused on the removal of WWI suspended solids (TSS) mnd scour testlilg undeT various operepitIng rates gild sediment loadings,, Seven stormwnter treatment technologies were tefsted, Including the for to pear System, Piartic,le c,,;1'7.e DistribUtibil (PSD) te�C_ WrincePlor was one of only two units tested to utillZe the NJ PSD testing V-treating a sample of Palvt(Cle$ between one and .1,000 microns, Instead of following TARP standards, the other technologies opted to test a preferred particle size range that best suited their unit's performanoe (see TARP Tier I - Hydrodynamic CoMpladson Results)-testing courser, ferger piortfoles thet are easier to remove, Of thO deftes lessted, Stormoaptor removed the broadest range of pollutants, wwwAnkerstofmceptDr.com (SOD)009 776,2. MATERIALS"' 03/28/2008 11-041 4135627010 RINKER14ATERIALS PAGE RAE-if Stjsperided Solid's (TSS) Pet9noval efficlellcy TARP protocol required testing at varying TSS concentrations—100 rng/L, 200 ing/Li 300 mg/L, with The unit filled to 50% of the reoommended capacity before malnte nance. HOW did. StOtrmceptor peiforf-n? Of all the technologles tested,Starmceptar recorded the highest TSS removal while removing a signIficant portion of clay and fine slits (NJDEP PSD), Stormceptor.,, 75% TSS removal, tested with NJDEP fille PSD High Efficiency CDS-, 7:B,7%,tested with m much coarser PSD than NJDEP PSD Downstream Defender-., 70%, tested with sand particles VortSentry, 691,1Sr tested with sand particles Vortechs.0 64%r tested with S MUch ooerser PSD then NJ PSD 60%9 te'sted with sand-particles Bay Sever, 51%, tested with NJDEP fine PSD Not only did Starmceptor record the highest TSS removal, It did so removing NJDEP's specified PSDJ me aii Ing; It removed both a higher Par dage as we,I I as a broader range ®f particles than tine other 'to.chnologles. scour test results. Stormceptor was one- of only two technologies that completed the scour tort fa s mandated I%y WDER Tot demonstrated WYMCOPW did nol scout with the unit loaded to design capacity, 19 Tfi ireaihii durnilig tiv, storm Stormceptor removes more pollutants from stormweter than ally other separstor, Stormceptor does not scour as the. flow rate Increases, mraintaining a continuous positive- trestroant of suspended solids, torn for is designed to remove a wide range of particles, as well as free oils, heavy metals and nutrients that attach to fine sed1ment., Units can also be designed to remove a specific particle We distribution. With over 18,000 units opersting worldwide, Stormceptor protects waterways every daNt In every storm.- 4al sajddlautpa.L jallawsaig PaUltiao wlialuld rN -3 Cl i %got 0'a lituavowj2do#/,,get 0 1®111031 tja fill)joldgaomig valymm-mvi 301 Abaud duml mlimm f(Amw al diudwo putt ovismui il jalamall a 'VOINUM41W voluiumati JIM v 4201"IN 40 UaMl 1*0M WN UNQ44"Od VOA-AM"iaiUQF m*N'49,94"434440W TARP TIER I NJ CAT VERIFICATION WOW WOOL TOTEM INTERIM SCOUR TEST TSS ROMOVAL PARTICLE! APPROVAL R13SULTS RESULTS SIM usso ?6 gmBm� 3 tan i T, CA =2M2 W A ell Er 47 a Q 4ZA qa CL 3. fli Z.0 p 0 a4pr C3 Q20 -4 ces CL f3l -3 "%c3w cfi G rig A 0 pa L s JAI 2L 4Q a (D F7 a Q6 5 3- C2 -c cr in Al 14 tr ca �4 "Edo 50 .90 Er rep Fp 0 U) 12 03 S-1v I�31 VI 10.18-9>H 1 a 0 TO 4Z13G E T f7 e z 0 03/28/2002 110 ell 4135627010 R I NVERIATER I ALS PAGE OR Comparison Of Particle Size Distributions (PSD) 0 used In TARP Tier I Testing -gilk'4 1 ep 'hit I t "t4"A it go fry. .3LI 141� yr 111 1, tto -444 150 g,-gilt I ft 4-01c, : ,�v ay 70 1 k —.q !!W e•uf It lot.t I N5 61, 9.14 No. 11 44.1"is XII .;16 'Al'In I- 0all 60 om A D 1 P4. i jr & ,J LL V.464 tie 1 4-440 .1: 50 lid IT f semi to-ton ;.1114. , '.t ZT4 .IN 'I lo. 4'"" 40 (13 lee go 01"61 rq;11A.04 .0 I ft I ilo !I A. �*Irz 20 am Ft a It .9w IF ril[ ,,I kit; IF oll,w -t ISn"91�of 0 •lo F. .1-1 ho lip fig A vic?"'q =4, 1, VIA O-W;" FF V cc) 9 •f ar Flit, 10 100 1000 10000 Grain 81,ze (microns) OKO ID tormce-ptor(NJDEP PSD) F-05 Foundary Sand CD8 ra. W-100 Microns 'IER 11 - LeJ:� J,�estjtjg P-1-0tocol a.. Measure TSS Removal Eff-lefenq Influent concentrations-,,B 100, 200, 3-00 Mg/L Five ope rating rates (25, 60, 75, 100, :125) 50% pretloaded with sediment 2,. Measure Scauring/Re-auspel.191on 50% and .100% preeloaded at 125%operating rote I of Premdefind NJDEP Plartlele Sizo. Distribution 5% Clav / 40%slit/ 55%send .�irmrcr.f,."All N-IDEP PrO 1ARP VIDUMOM0 WGIM10n,XID 100' W-7 wKtw3 ri we rs to rmcepior,oom MAITRIALP' 03/281/2008 11: r-11 4135627010 RII,�ll,,%'ERI..,IATER"LAIL-.co PAGE 07/08 LLL-171- 51 Storm, for Part[Cfe 81,ze ml -altters,[. T tr�-F,- hqiPortance.. of PSD when, sizfng ston wwater MAPS When SiZing a stolomwater quality device, some munlelpallfles Ignore a crucial piece of data thai has a significant impact on stopping pollutants from reaching natural waterways - Particle Size Distribution (PSD),, A defined PSD identifies all sediment particle sizes found in a stormwater mnoff sample, MCILMIng their diameter, content and concentration,, It's a blueprint of what Is barreling down the pavement during each rainfall. However, when sizing stormwater WPs, PS D is often neglected. Instead, BMPs are often sized by their ability to remove an unspecified portion of Total Susp c.,nded Soilds (TS ) defined as the My mass of solids retained on L9 I pm filter, Many regUlating autharitles are content with simply removing 80% of TSS M- an accepted standroie'd for water cluality, But Ili e question Is, 80% of what 71 The answer Is 80% of whatever solids are trapped by this filter, regardless of particle size,, Specifiers then often seek Einy SiP that meets. this 80% removal rate, thOUgh exactly what Is being treated and what Is allowed to pass Is anyone's guess. Some municipalities try to look I)eyc)nd TSS by treating a mean parlicle size (6,50) of a sediment SSMP)e, bUt even this can be f ineffective in sizing a stown water treatment system. If a complete PSD Is not used, Inadequate systems may be imp)emented, capturing larger coarser particles but letting smaller pardoles pass untreated. And yet smaller particle$ are Potentially the mos4i herniful to natural water resources. bigger o-nvimirnental 1111PCICt Sedin-ient can be divided Into four categorles.: gravel, sands, silts and clays - their relative size difference can be seen in the Image below, tj :GRAVW6--' if { SILT UIBIDOD PM 2oflUR PM 60 Prn Jim M F 4tP 4,rum oil YIN it I Its 40 Pbf tit 1.0 I Of LIP, dlfivrnm i M11111"porlide 1126 MAnRIAL9 03/28/2008 11-41 F-1 A R 1141 11SERMA TER I ALS r-IGE Clays and silts have the most SUrface aree by mass, allowing pollutants (heavy metals, hydrocarbons, nutrients, etc.) to easily attach to them. in fact, smaller particles (less flialmi 6o microns) contain Lip tO 80% Of 8 sample's contamineinj load, twain g them the most Impoi1ant pal-tides to capture. Examining highway stormwater runoff, The Center for Research in Water Resources (CRWR) at the University of Texas at Austin stated in a 2005 report, "'The concentration of metal, 7,.In'c for example, increased cis the particle Site decreased," Sionaller particles also carried h1glier concentrations of copper, phosphorous and n1trogen. "Larger particles In stormwater runoff Set-tie OUt, but smail er particles remain SUspended In stormwaler runoff and travel greater dill ances," the CRWR also noted, These fIndings, along with the CRWR's research led It to conclude. Treatment systems must be able to effectively remove fine particles In runoff to significantly reduce pollutant loacisl, YOU get Wht'A�MLI Pay f Or A stormwater treatment system designed to remove gravel Eire coarse sands Is smaller and less expensive, than a system designed to remove tine silts and clays - but at what cost to the environment? For a treatment system to.be effective,.1t must capture and contaill a complete P3D, especially the smallest part1cles. storniceptor Ston-aceptor is the only oil and sediment separator on the market designed to renlove a tide range of particle sizes - including days and fine silts Units can be designed to remove a specified Particle Size Distribution (PSD) Stormceptor does not scour - scour prevention 'is as Important as a treatment system's ability to CBVtUre contannIneints With over, 20,000 units operating; worldwide, Stormaeptor performs and prafects every bay; in every starmt IL Stormceptor (800)909 7765 IIIIIII (114ydiiro Cainduill'i'll II(III aiiinirneirily IlPii�pe) CSIR F iing1laiind Revised February 2003 ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... The Stormceptor Fact Sheet is one in a series of fact sheets for stormwater technologies and related perfor- mance evaluations, which are undertaken by the .Massachusetts S.Trategl*C .Envi'rotechnology .Partnersh* A summary of the STEP evaluation entitled, Technology Assessment, Stormceptor CSR New England Pipe, Janu- ary 1998 is provided in this fact sheet.When a more thorough understanding of a system is required,the full Technology Assessment should be reviewed. Copies are available for downloading from the STEP Web site (www.stepsite.org/ progress/reports) or by contacting the STEP Program (Phone: 617/626/1197, FAX: 617/626/1180, email: linda.benevidesg state.ma.us). The information in this fact sheet is subject to future updates as additional performance information becomes available. IIIIII IIIIII .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Stormceptor is a prefabricated,underground unit that P P g separates oils, grease, and sediment from stormwater Will runoff when installed with an existing or new pipe VI 9]",, conveyance system.The unit is divided into two cham- bers—a treatment and a flow bypass chamber. During typical storm events runoff is directed b the inflow weir yp � y I oar through a drop pipe into the lower treatment chamber �M��� where sediment, oil, and grease are separated from the Bypass weir flow by gravity. The bypass chamber is designed to J convey excess stormwater,which overtops the inflow weir through the system without treatment. ��� 1 1 f1 aiind Sliziiii�iiiilg d p oil r,, low riser >> Rises �r The on-line Stormceptor units are available in eight '�� ���� Y, sizes ranging from six and twelve feet in diameter with Sedimentation y capacities of 900 to 7200 gallons. Since issuing the STEP assessment in 1998, the manufacturer has expanded the Stormceptor product line to include a storm drain inlet (STC 450i and three units Models STC 11000 STC .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. 13000, and STC 16000). These systems are not included in the STEP evaluation.Users and decision-makers ma Figure 1. Stormceptor operation during average y require additional field test results and new data for these flow conditions. new systems in order to accept performance ratings, there is a potential for oil and chemicals ills. particularly if they are higher than those reported in the P p STEP technology assessment and this fact sheet. IN Stormceptor units are available in either precast The system is designed to provide separation of concrete or fiberglass for special applications. Concrete sediment,oil,and grease from stormwater by routing units are pre-engineered for HS-20 min.traffic loading at runoff into a low-turbulence environment where solids the surface. Fiberglass units can be used in areas where settle and oils float out of solution.The system sizing is based on the drainage area,historical rainfall data,and ------ -------------- -------- --------- ------ r i i f � MASSACHUSETTS STRATEGIC ENVIROTECHNOLOGY PARTNERSHIP ate, i the solids removal efficiency required.It is recommended Specific performance claims for oil and grease were that the system be used in combination with other not evaluated by STEP. However,total petroleum stormwater controls to conform with the Massachusetts hydrocarbons (TPH)were analyzed during the Stormwater Management Policy and standards. Westwood study. Results indicated that the unit was effective in capturing oils. An Imperial Model STC 2000(equivalent to the Model STC 2400)in Edmonton,Canada treats flow from reclh�iindlogy Status parking y The Stormceptor stem provides greater solids a 9.8 acre commercial arkin lot. This system was p y P monitored during four storm events in 1996 and shown to separation and higher TSS removal efficiencies than oil have an average total suspended solids (TSS)removal and grit separators. Stormceptor systems are among the efficiency of 52 percent. In designing a system to achieve category of hydrodynamic separators,which are flow- a comparable removal efficiency,the relationship be- through devices with the capacity to settle or separate tween system size and impervious drainage area should grit,oil,sediment,or other pollutants from stormwater. be considered, as detailed in Table 1 and the Technology According to the U.S. Environmental Protection Agency, Assessment Report. "Hydrodynamic separators are most effective where the materials to be removed from runoff are heavy particu- lates - which can be settled- or floatables -which can be treats flow from 0.65 acres consisting of a paved truck captured,rather than solids with poor settleability or loading area at a manufacturing facility. The unit was dissolved pollutants." monitored for six storm events in 1997,but only four events had measurable TSS influent concentrations. Of Although Stormceptor appears to remove sediment, these four events, the average TSS removal efficiency grit,oil, and grease as claimed by the manufacturer, was calculated to be 77 percent,which is less than the 80 additional research is needed to determine how much percent removal targeted by the manufacturer. sediment moves through the system untreated. The field studies evaluated for the STEP assessment predate the Based on these field monitoring results,and when the Stormwater Best Management Practice Demonstration unit sizing follows the guidance in Table 1,removal Tier II Protocol(200 1),which is applicable in Massachu- efficiencies between 52 percent and 77 percent may be setts and other states in the Technology Acceptance achieved where installations have similar rainfall and land Reciprocity Partnership(TARP),to ensure quality use characteristics as those reviewed for the STEP controlled studies that can be shared among participating evaluation.It is recommended that additional field re- states. Therefore, interstate reciprocity is not available to search and new data be evaluated to validate perfor- the manufacturer,based on performance claims that mance ratings higher than those verified by STEP. were evaluated by STEP in 1998. If the TARP Protocol 1111°°°°° IIIIIII ��IIIIIIIIIIIIIIIIIII requirements are fulfilled in the future, the manufacturer could pursue reciprocal verification for Stormceptor systems in participating TARP states. More information on the TARP Protocol is available on the following Web STC 900 0.45 0.9 site:www.dep.state.pa.us/dep/deputate/pollprev/ STC 1200 0.7 1.45 techservices/ta STC 1800 1.25 2.55 rp. .STC 2400 1.65 3.35 Aii�ii*lhiiii nn nnn o nn o tages STC 3600 2.6 5.3 STC 4800 3.6 7.25 Stormceptor systems identified in Table 1 should be STC 6000 4.6 9.25 used in combination with other BMPs to remove 80 STC 7200 5.55 11.25 percent of the average annual load of TSS (DEP Stormwater Policy Standard 4). Systems may be well Table 1: Adapted from the Stormceptor suited for pretreatment in a mixed component system sizing for TSS removal in the STEP designed for stormwater recharge. Technology Assessment. Notes: 1) On some performance data show that may Stormceptor provide sites, the maximum impervious area may need to p y be reduced to achieve these TSS removal rates. TSS removal rates in the range of 52 percent to 77 2) The terms ""critical area sizing" (to achieve 77 percent when sized according to Table 1. Higher TSS percent TSS removal) and "treatment train sizing" removal rates were achieved during low flow, low in- (for 52 percent removal) are no longer used by tensity storms with less than one third of an inch of the manufacturer, but unit sizing is still applicable. runoff. Also,by reducing the impervious drainage area, relative to the system size, the STEP Technology As- sediment has been established by the manufacturer. sessment Report indicated that higher removal efficien- Inspection of the Stormceptor interior should be done after cies may be achievable. However, STEP recommends major storm events,particularly in the first year of opera- collection of additional data"representing a varied set tion. It is recommended that material in the treatment of operating conditions over a realistic maintenance cycle chamber be pumped out by a vacuum truck semiannually, to verify TSS removal rates greater than 80 percent." or when the sediment and pollutant loads reach about 15 percent of the total storage. If the unit is used for spill The Stormceptor system is suitable for new and retrofit containment it should be pumped after the event is applications.For retrofit applications,it should not take p p contained. Typical cleaning costs were estimated by the the place of a catch basin for the systems that have manufacturer in 1998 to be$250 with disposal costs been verified.Also,for retrofit applications,it should be p averaging$300 to $500. The expected life of a system has installed in lateral lines and not main trunk lines. been estimated to be 50 to 100 years. The system is particularly well suited in constricted ar- eas and where space is limited. It also is suitable for use in areas of pollut- ant h potential � �� � Illlllllllluu g loads (DEP Stormwater Policy Standard 5), where it may be used effectively in capturing and containing STC 900 0.5 oil and chemical spills. Web site:www.state.ma.us/dep/ STC 1200 0.75 brp/stormwtr/stormpub.htm. STC 1800 1 STC 2400 1 STC 3600 1.25 Co�iiiris������de�iiii7a"t�illi�o�ilills)f 1111M l�11111111�l li li ������o�iiiiis STC 4800 1 Systems are not expected to provide significant nutrient STC 6000 1.5 y p p g (nitrogen and phosphorus)or fecal coliform removal. STC 7200 1.25 Table 2: The Stormceptor system clean out is based on 15 The systems are not recommended for use in critical percent of the sediment storage volume in the unit. areas, such as public drinking water supplies, certified vernal pools,public swimming beaches,shellfish grow- ing areas,cold water fisheries,and some Areas of Criti- lRefeireirices cal Environmental Concern(ACECs), except as a pre- Winkler,E.S. 1998."Technology Assessment,Stormceptor." treatment device for BMPs that have been approved University of Massachusetts,Amherst, MA. by DEP for use in critical areas. The structural BMPs STEP Web site: www.stepsite.org/progress/reports approved for use in critical areas are described in Stan- dard 6 of the Stormwater Management Policy, Massachusetts Department of Environmental Protection and www.state.ma.us/dep/brp/stormwtr/stormpub.htm. Office of Coastal Zone Management. 1997. "Stormwater There is a limited set of useful data for g redictin the Management Handbooks,Volumes One and Two."Boston, p relationship between treatment efficiency and loading MA. Handbooks Web site: www.state.ma.us/dep/brp/ rates.Removal efficiencies have not been demonstrated stormwtr/stormpub.htm. for all unit sizes. "Performance of a Proprietary Stormwater Treatment De- Further research is needed to determine how much TSS vice: The Stormceptor. The Practice of Watershed Protec- bypasses the treatment chamber during certain, higher tion:Article 120.Thomas.R. Schueler and Heather K.Hol- velocity storm events which recur less frequently. land editors.2000.Ellicott City,MD. Systems require regular maintenance to minimize the United States Environmental Protection .A enc "Storm potential for washout of the accumulated sediments. Agency.Water Technology Fact Sheet Hydrodynamic Separators.„ EPA 832-F-99-017. lkell 1111a lbiiiiill lity/114a li iinteina iince Stormceptor Web sites: www.rinkermaterials.com/ All BMPs require scheduled,routine maintenance to stormceptor ensure that they operate as efficiently as possible.Al- thou h maintenance requirements are sites specific, a TARP Web site: www.dep.state.pa.us/dep/deputate/ g q p general relationship between cleaning needs and depths of pollprev/techservices/tarp. .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... STORMCEPTOR MAINTENANCE DATA Stormceptor: Maintenance Page 1 of 1 JIB rq,� ��ir I o n n"n e, a n IIII a n c e nn a d e e a About u i u i i u ca dl uu 't a I Irn l-e Irn a Iurl c.;c N",N y Jr i IIe dl�n u�n i f�/ s IIII�u�n�'crlrll�u"n �ll��lrn uun"ncl'n gall"i II"II"n .1 a"rn Ir'li a u"n IL...'II oIrn"n eCointact �O Ali uhl �u i�ll�,�iu�. �IS�I, Iibh� �:carnrn"n q,,,.)toii Ir�rn liritern rncc�iseasy,ulricor�nll�lllicate: uidl l r��Vn'li Ely e�ffoirble�^ss cc a Iran a III t e d pdlkltaints must,IN e r"e Irrn earn d as lima in f re° a II it Irrvn lint n a a"n c,en II°:n rcncg II.. Irrn ...II...Ih O a h often oveirllooked Ihuy s II°:ne;cu a Ali eM a® h e irm �u..C S INllnl IMf Beall eac't i rn a �u'::cn rn rn"'n min e it�t r e a�bi,rn cn a"ft y't u'n°'n,a"n nn i rn�t rn a Irn c,e^is'fuu a"-n d a rrn ea a"n�t u:o a rn y�y'ten u-"n"� I o a"n c�g�te�ru°-n Wf�ll"S;l('.`)lIIII"Illl"l.:c epto lr Stormceptor maintenance recommendations 9 L rnlit s sho ld be irnsp(,ncnte d post c:oiiistruuc:,�tloin,pilor to bEn�Illlgput irn�to ser lic;e�,� Il n r i u IC�n.r a i�ru�w r'°.��o a r� �l r"n��1p ect�every six irn rn�t�n� �fo it bh �filir n�t year�to r�n me ii-lrr)i rn the cn li 11 quid�~b c�li rn e�r"n�t c.c:::u�i rn�uu 11�:d o iii rate u..� Sizing � pc"; w q1`(I"�����pI�n ��� a Ili�dl segUeii,i years,lilr) l�'sa�s'tJoir)� ��ri be li:) e:n Iri'hirsI��,,,,�year-db e�irva'Uorn car Iloca� l Irequllir.c�u"neir��s ���.�I"'��v ll�I�IIIII� �"��ll��ta�,�I'�viul ors.��Il��ul,��'off. p :.� TM .°a �Ir...� h .°, � .. w a II e a Irn li Irn li re��q uu li re dl Ire c:ea t Ian ea es li Irn"n e�^Irn t depth a th rew a c.11°n e� �..���cn f tcn r e�^c all°p d�y,( E.irn e�r II II y t a III li Ir n cn u�n e°year r II o Irn en r), 1.....cnc Il Ir°en u..0 II V::o ii"i s f r°I li a"n a ea rn a rn en f r°e q un e it y rn"n y vair,y, e lirispect the uurnli�t lirr-nlrn.c'gaa t6ly afteir ari od,fu dl oir cb uT'Jc&l splillll�,� ���rt�SI�IIII r o °C�a�allll llYl�u 9A IHceinsed wasteoars rn�g en lrn°r e ii"ft c,cn lrui p a i n y s Ih o Ul d reimove o li 11 aind sedlirrieiiit a iii g d li s posers r°ens I rn s li li:n 11 ' J 0 PEW Sig o Ai,f t l(.)I n s it lrn F IN"w r IE'Q aril Cr III,C II'l al�Ilr d II e a r`ri rr; W, Cc v alolr,lNku vvs S r V�Cr CE)�E:urmll.:)riiuur nSystems' ��E:Irn �, ���lrmnll:nlrliuurr�n System Corp.�. IIII rights reserved. ed.I �,n r u�OP��I��C�'�° I.....egal I II.....l links I IPrliv c,y I..Teirinis&C o n lilreloi n s IM 1N T E::::C C)Co irn p a lrny (IIIIIIII uuu CIIIIIIII �I � IIIIIIII �3e � IIIIIIII �I I a c e II ............... I II When it rains, oils, sediment and other contaminants are captured fl%f and contained by over 20,000 Stormceptor units operating worldwide. While Stormceptor's patented scour prevention technology ensures captured pollutants remain in the unit during all rainfall events, the accumulated pollutants must eventually be removed as part of a regular maintenance program. I +j lllllllllllllllll� °��i IIII If neglected, oil and sediment gradually build u and diminish an g g Y p Y BMP's efficiency, harming the environment and leaving owners and Y g g � If operators vulnerable to fines, surcharges and bad publicity. p g p Y I I IIIIII Ia���llce a I I I I II r°I Ease, frequency and cost of maintenance are often overlooked by specifiers when considering the merits of a stormwater treatment system. In reality, maintenance is fundamental to the long-term performance of any stormwater quality treatment device. y ; �IyN� � TN While regular maintenance is crucial it shouldn't Mod ongoing. An complicated. be com on maintenance p g g �r program with Stormceptor is convenient and 1 practically effortless. With virtually no disruptions, you can concentrate on your core business. / H��l •u m, o��i i •�a:����W� Inspections are easily carried out above round from an standard surface p Y g Y access cover through a visual inspection of the orifice and drop tee I �VI iluliilll�llll III Ip Iljly��VuVu ui mu'u I coif V I�II�V components. A sludge judge and oil dip-stick are all that are needed for sediment and oil depth measurements. f�/�� ��j/ %, /jj�jj uuuuuuur um a uur� ��� �//j Illllllllulppllll 'Illy access �f I Maintenance is typically conducted from the same surface access cover, eliminating the need for confined space entry into the unit. Your site remains undisturbed, saving you time and money. ��;Iluss, ���1,o fuss m off; Maintenance is performed quickly and inexpensively with a standard vacuum truck. Servicing usually takes less than two hours, with no disruption to your site. %t ��IIYV����i�y�pIII�iRi�ul�4 A complete stormwater management plan for Stormceptor ' JJ extends beyond installation and performance to regular maintenance. Its the smart, cost-effective way to ensure our unit continues to remove more pollutants than an y p y other separator for decades to come. • Units should be inspected post-construction, prior to being put into service. • Inspect every six months for the first year of operation to determine the oil and sediment accumulation rate. • In subsequent years, inspections can be based on first-year observations or local requirements. • Cleaning is required once the sediment depth reaches 15% of storage capacity, (generally taking one year or longer). Local regulations for maintenance frequency may vary. • Inspect the unit immediately after an oil, fuel or chemical spill. • A licensed waste management company should remove captured petroleum waste products from any oil, chemical or fuel spills and dispose responsibly. With over 20,000 units operating worldwide, Stormceptor performs and protects every day, in every storm. f wwwiii,lmbri'Um,systeioiins.,c,om, 01 MADEP CHECKLIST FOR STORMWATER REPORT Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, theStormwater Report ormwaer e (which sou provide more substantive and detailed information use only the tabp ( p ) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection y Bureau of Resource Protection - Wetlands Program Lill Checklist f Stor Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature F S� RICHARD 4y GEORGE CUTTS CIVIL �► ,^Epp 9F�)'hW1W'VgmUP@mU' No.29►434 OF 00 ��,Nrd , 104 ,�,�y ,0,1110 ulOf oP fYe�rvn"';'N 6 ➢1!WI IYNIJ 'N i, NU GN I+UuDiuwnai;riri%r✓mLl'mq iu°iimf lmnummun'a M1JiiaS SWI+vN'Wjf.MC'Al S � rdoi AA IL II u n , �y May 27, 2016 Signature and Date 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 NADPW SW Report Checklist 5-27-2016.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) M 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): Standard 1: No New Untreated Discharges � No new untreated discharges (Project uses recently approved outlet with reduced flow) � 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. NADPW SW Report Checklist 5-27-2016.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ❑ Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static El Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ® 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. 21 E 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. 21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checki'Ist f Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The 1/2" or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ® The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ® 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. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® 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; 0 Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ 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 post-construction BMPs. NADPW SW Report Checklist 5-27-2016.doc-04/01/08 Stormwater Report Checklist•Page 8 of 8 PLANS FOR REG45TRY USE cAlky ASSESSORS REFERENCE REFERENCE PLANS REFERENCE DEEDS AP LOTS 9.PLA,5-024 N,ER-D. - 2.MA.i-H Y LA YOUTFWS 3.MA 14I Y(AY UT 9 7 J Cif FY T"--47 T7-OS OONF ,L,'. ThE RULES ANV REGMA Tk--VVS OF E -ram,r_ DATA Mr- STONEM MWAIIDS Attu SOOK97 PACE 113 AP 84 L T24 3F 1} to C H7CKE-RING CONDOMINIUM "P 84 LT TAB F4,N AW .BOOKIISW3PAGE 124 TOWN OF MORTHANDOVER r TOWN OF AMTH AMDO I AP LCT T CFI _ FOVACWSASE .55 LOT 19-lA 1 f JEA.,E�Rf_-s; DA.AW A'-WbWA B RLEA d - -93 PA 3 7 €C 71877 PAGE 234 { APLT T� L t JDSC AL7YTRUST AW j ,r DAB D€H rF 1,R _ELRA MaRE Y BOOK I&W PAC-6 26 AP LOT 12 MAP 95 LOT 9-2A STREET WA 117- 11- r:t� R BOA 70 PACE 337 xxAP 84 LOT29 LOTB ARF-4=3 5770ACC s, SC3000 STREET WORTH ANt ER DEPT O PUBLIC WORKS� . - +.r. � � r F.r''L., p sir �i: a _ , 0,10 e ST-)I EE RT sr?,' R,I Ta -131 FAGE21 MAP 94 LOT' - ---. -. L _. - AV NORTHAN .-`CERTLYTItATTHE PROPERTY-`'E �+--TARE 7'tE --. _ M . LIP"E C)r"JT MAG TSTW ,ER�PS,-'T7XE LIKES _ - 1NOTES SMEEM AND MA YS��ARE T` E OF-LW I TESTRE Y-q ALREADY ESTAWSHED,AND .. 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STONE BOUND PARKING AREA m W ElH/T HUB&TACK F_ 'u o D.H. DRILL HOLE Cn 0 PK MASONRY NAIL a O I.P. IRON PIPE o I ROD IRON ROD rn FND. FOUND o N/FND. NOT FOUND 0 12"CON CONIFEROUS TREE 12"DEC DECIDUOUS TREE m ❑T.B. TELEPHONE BOX ❑E.B. ELECTRIC BOX ❑H.H. ELECTRIC HANDHOLE O tx LP LIGHTPOLE UPOLE UTILITY POLE -R APPROXIMATE PROPERTY LINE D DRAINAGE W WATER S SEWER g a G GAS O OHW OVERHEAD WIRE w�' w:2 UGT UNDERGROUND TELEPHONE o UGE UNDERGROUND ELECTRIC REFERENCE NOTES: z m J(n� N SF SILT FENCE 1. PLANIMETRIC INFORMATION OBTAINED FROM PLAN ENTITLED: _ Q O p I "EXISTING CONDITIONS SITE PLAN",PREPARED BY. <p z 0 15X5 SPOT GRADE MILLENNIUM ENGINEERING,INC.,DATED:SEPTEMBER 28,2012, o CD d ❑CB CATCH BASIN zz �o� 2. SUBJECT PROPERTY LINES OBTAINED FROM PLAN ENTITLED: w ®DMH DRAIN MANHOLE � o "PLAN OF LAND"',PREPARED BY.CHRISTIANSEN&SERGI, o r 00 z d OO SMH SEWER MANHOLE ., , o QT TMH TELEPHONE MANHOLE NC DATED MAY 22 2012. zQ 0a a ®EMH ELECTRIC MANHOLE ` 3. 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BID ALTERNATE WORK BASE BID WORK r--------------------------------------ir-------------------------------------� SHEETS 2B,3B,4B&5B I I SHEETS 2A,3A,4A&5A I NORTH ANDOVER,MA II I a, _6E a Revisions I I 1 r E T _ V t - l\ - I I I No.Date Description By LIMIT OF FLOOD + _ -, i O 1 I 1 HAZARD AREA 1 EL.=94.8t '- COCHICHEWICK BROOK ' 1 _ _ — K s N LIMIT OF FLOOD HAZARD AREA EL=94.2t I 1 ', O _ - WETLAND '"`�- ;= --�.� WETLAND DELINEATION LINE --� Yu EXIST.BIT.CONC. ,�2:- DELINEATION I I _ O Y L PVMNT TO BE LINE # c NEW FLAGPOLE Y+-, WETLAND DELINEATION LINE LIMIT OF FLOOD v =-ti Q - REMOVED HAZARD AREA NEW GAS METER tih NEW BIT. 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CONG. =v._ -- EXIST.SALT SHED T 1 REMOyEC?v [f;T I QF O T A IflOVER z_-NEW CR.5RED STONE. 1 > a PROPOSE 84 n - �: � _ v _ r �. 94 LOT 2 - U, _ (MAP ) T.,.4 _,,,- - �;- ,`�' EXIST.BIT.CONC PVMNT �- e v-= �'�- z �, ��STORY n.Y=�.:, �_ _ �, �,,r, � � - ro BE REMOVED AND _ -=-s _ =_ui '' -=13 384 OSGOOD STREET -.K_ _ T _ SALT SHED 183.oD` z' _ PAD NEW CONC.WALK REPLACED WITH NEW + r � , -', RAVEL SURFACE h s` ,FF,. LOT AREA 155 813 S.F.SF ACI , � _� '- �`': - � � ENGINEERING --n.,_ _ E _v_,- _ .,_ ,u._._u.,r�K__. :� .-� �i +2- NEW VERT. _ �`` NEW BOLLARD SIG ' - -*... N PARTNERS LLC 1 {F E 99.50) \ l _ - 1 ,, t. _.,:_.: s - GRANITE .,, ': tV CONC.WALK - _ k_ _ �LINDE 3 80 FT,X 00 F -, - - - 3 - . 11 I. 16+f: I+, �,' c 100 TradeCenter,Suite G700 Woburn,MA 01 801-1 851 - OF I Tel:(781)933-3711 +f 8`` - -p - '-v, \ f l 'IY�CON. Fax:(781)287-1 277 1' 11.9 y- - NEW�` ti' ELEC.GEN. ; NEW UTII.PQkE ; P@ 9- Email:le lindenen com CONIC. �?N CONIC PAD k _. :. -AN E STREET£4`� h '-_, WALK =j T WAY aF� ti -w '1 = ,' r r - - `l rf ON CONIC PAD - a Rlc nRo'cs ELEC.XFMR. WAYNE STREET> - z ��,, �`� - � -y � —` - _ — — � 1� 5=�_ '. G'o.--.�\ \ >_ 1 F GEORGE G _ •'lam '-� CUTTS fi ty _ \, •4 1 � Y � 9 9 X= E fi. c I FSs�aa G s - - n ,c S a .0 M ;gib v __ m 1 -.-wL is r _ a `�_ `k,9 WETLAND f" - 3_. i .I -w "----" � :.a $ �.��_ t�..`i DELINEATION i' - u ,.,..�,,<_ ems= u ES , t _ LINE t _E&w,�.5 1 u vn L` c i `iS - _,_ .'�'Gi �, c- WETLAND - as i-= ,1-6& ,., -' _,�ST_ f ., '`. t 1 _U._��,.nv - ,. _... DELINEATION 0_E1`._ ,. �.��, --''u -...- _ I 1 '_„� LINE u-- v�= .a; 3 L'4 v, z�` t N_ 1 N � L------------------'--------------------J L---------------f----------------------J Title: OVERALL EXISTING CONDITIONS LEGEND EXISTING CONDITIONS NOTES: LEGEND: SITE PLAN ❑C.B. CONCRETE BOUND 12"CON CONIFEROUS TREE 1. PLANIMETRIC INFORMATION OBTAINED FROM PLAN ENTITLED: &SHEET ❑S.B. STONE BOUND 12"DEC DECIDUOUS TREE INDEX ❑H/r HUB&TACK "EXISTING CONDITIONS SITE PLAN",PREPARED BY:MILLENNIUM NEW BUILDING ®D.H. DRILL HOLE ❑T.B. TELEPHONE BOX ENGINEERING,INC.,DATED:SEPTEMBER 28,2012. o PK MASONRY NAIL ❑E.B. ELECTRIC BOX LAYOUT AND MATERIALS NOTES: o I.P. IRON PIPE ❑H.H. ELECTRIC HANDHOLE 2, SUBJECT PROPERTY LINES OBTAINED FROM PLAN ENTITLED: NEW BITUMINOUS CONCRETE PAVEMENT o I ROD IRON ROD $U UTILITLIGHTY P "PLAN OF LAND",PREPARED BY:CHRISTIANSEN&SERGI,INC., 1. THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED 6. THE FINAL LOCATION OF THE NEW UTILITY POLE TO BE DETERMINED FND. FOUND o UPOLE UTILITY POLE FROM A SURVEY OF THE SITE PROVIDED BY THE TOWN OF NORTH BY THE UTILITY COMPANIES. SEE THE SITE LANDSCAPING PLAN FOR Scale: 1"-401 N/FND. NOT FOUND -R- APPROXIMATE PROPERTY LINE DATED MAY 22,2012. ANDOVER DEPARTMENT OF PUBLIC WORKS. CONSULT WITH THAT THE LAYOUT AND DETAILS OF ALL PROPOSED PLANTING AND NEW CONCRETE WALK/PAD BROOM FINISH ❑CB CATCH BASIN D DRAINAGE w WATER 3. GAS LOCATIONS ON OSGOOD STREET WERE OBTAINED FROM A PLAN FOR BENCHMARKS AND DATUM. LANDSCAPING. Date: 27 MAY,2016 ®DMH DRAIN MANHOLE 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR 7. FOR THE FLOOR PLAN,ELEVATIONS AND DIMENSIONS OF THE (D SMH SEWER MANHOLE S SEWER PLAN ENTITLED:"TOWN OF NORTH ANDOVER SEWER SYSTEM APPROVAL OF THE ARCHITECT AND CIVIL ENGINEER PRIOR TO PROPOSED BUILDING SEE ARCHITECTURAL PLANS BY CSS ARCHITECTS, 1 a` ©TMH TELEPHONE MANHOLE G GAS REHABILITATION-CONTRACT 1"BY:GUERTIN&ASSOCIATED,INC. IMPLEMENTATION. INC. NEW GRAVEL SURFACING OHW OVERHEAD WIRE 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND 8. FOR LAYOUT OF EXPANSION AND CONTROL JOINTS IN ALL CONCRETE Drawn:W.A.J. QE EMH ELECTRIC MANHOLE DATED:OCT.1997. WELL UGT UNDERGROUND TELEPHONE CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN WALKS AND PADS SEE THE LANDSCAPING PLAN. THE ARCHITECT NEW CRUSHED STONE GROUND COVER UGE UNDERGROUND ELECTRIC 4. ADDITIONAL FIELD LOCATIONS AND UPDATES WERE PERFORMED DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK, ANY SHALL APPROVE THE JOINT LOCATIONS PRIOR TO THE WALKS AND Checked: WAVtG.0 ov HYDRANT FIELD ADJUSTMENTS ARE TO BE APPROVED BY THE ARCHITECT AND PADS BEING POURED. -FP NEW FLAGPOLE —SF-slLr FENCE BY NORTH ANDOVER ENGINEERING STAFF PURSUANT TO MEETING GAS VALVE CIVIL ENGINEER PRIOR TO IMPLEMENTATION. 9. SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. qp GAS SHUT OFF 15X5 SPOT GRADE NOTES FROM APRIL 8TH 2016 AND FOLLOWING DIGSAFE FIELD 4. DIMENSIONS SHOWN ARE TO THE EDGE OF PAVEMENT,BACK OR FACE 10.FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,C-6B,C-6C&C-6D. *LP NEW PARKING LOT LIGHT&POLE Project No: WATER SHUT OFF 0 ASSESSORS MAP AND PARCEL MARKING CONCLUDING ON APRIL 22ND 2016. OF CURB,FACE OF WALL OR BUILDING. ALL LINES ARE •UP NEW UTILITY POLE 00 PERPENDICULAR OR PARALLEL TO THE LINES FROM WHICH THEY ARE — pd WATER VALVE MEASURED UNLESS OTHERWISE INDICATED. 1 NEW PAINTED STEEL BOLLARD 5. WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT,SAW CUT EDGE ® OF EXISTING PAVEMENT AND MEET LINE AND GRADE OF EXISTING PAVEMENT WITH NEW CONSTRUCTION. 10 1 40 80 160 SITE DEMOLITION KEY IMPROVEMENTS NOTE:DISPOSE OF ALL RESULTING DEBRIS IN AN APPROVED OFF-SITE TO THE PUBLIC LOCATION UNLESS DIRECTED OTHERWISE. WORKS MARK OR STAKE THE LIMIT OF WORK LINE IN THE FIELD FOR REVIEW BY OTHE OWNER,THE CIVIL ENGINEER/ARCHITECT AND THE TOWN OF NORTH BUILDING ANDOVER CONSERVATION ADMINISTRATOR. PV_ NJ V INSTALL PERIMETER SILTATION CONTROLS AS NOTED ON THE PLAN Q A INSTALL A CRUSHED STONE TRACKING PAD(12 FT.WIDE X 50 FT.LONG)IN M M THE LOCATION WHERE THE VEHICLES WILL BE ENTERING AND EXITING THE M p M M M— k2-.) —7 WORK AREA(AS AGREED WITH THE OWNER). I'VI N", 8,4 i, �1 62 4,S REVIEW THE INSTALLED EROSION CONTROLS WITH THE OWNER,THE CIVIL OENGINEER/ARCHITECT AND THE NORTH ANDOVER CONSERVATION N z Z-R ADMINISTRATOR. COCHICHEWICK BROOK ®INSTALL TREE PROTECTION FENCING AROUND ALL TREES TO REMAIN REMOVE EXISTING VEGETATION(TREES,SHRUBBERY AND STUMPS)WTHIN WETLAND DELINEATION LINE '0 -7 THE LIMIT OF WORK(EXCEPT FOR TREES DESIGNATED TO REMAIN.STRIP AND STOCKPILE LOAM WHICH IS SUITABLE FOR REUSE ON THE PROJECT. D j (D REMOVE PAVEMENT AND WALKS AS SHOWN.SAW CUT JOINT WITH EXISTING iON_'RE BITUMINOUS CONCRETE TO REMAIN. LIMB_OF WORK FOLLOWS SILTATION CONTROL FENCE EROSION CONTROLS LIMIT OF WORK FOLLOWS 0 D W/COMPOST FUED SOXX SILTATI` EROSION CONTROLS IN FRONT ON CONTROL FENCE INSTALL SILT SACK IN NORTH ANDOVER,MA 9 W/COMPO'ST FILLED SOXX IE3" SERIES IN FRONT S 26'50'48" E 1066.48' REMOVE AND STACK EXIST. Revisions 2 SNOW DUMPING SIGNS FOR REUSE X '1'2"COMPOST (TYP-2) X No.Date Description By ILLED SOXX X G 010 2 C)4 REMOVE AND STACK EXIST. A N D� BOULDERS FOR REUSE (TYP.-6) Gl C 4 R;M—Q7_. N\ SILTATION CONTROL FENCE REMOVE EXIST P�—P � i-3 W/COMPOST FILLED SOXX CURNG V N V-04,6 3 IN FRONT Z 7 VVET�AND K (D\ G N/F TOWN OF NORTH ANDOVER EXISTING ONE AND TWO STORY 7 3 'N V CSS ARCHITECTS INC. (MAP 94,LOT 2) o- BUILDING 107 Audubon Road 'IST Building 384 OSGOOD STREET REMOVE kX LIMIT OF WORK B I(ing2 Suite 300 vI 01880 Wak ffield. A PRBING csstocssarchitects.com LOT AREA 155,813±S.F. (FFE=99.59) o LIMIT OF WORK Q0 0— Ln REMOVE CUIONG LINDEN ENGINEERING ax Oo 10 PARTNERS LLC 100 TradeCenter,Suite G700 01 D6 VVoldurn,MA 01801-1851 Tel:(781)933-3711 12"STAKED COMPOST 6:� '0 (D 0 ��Q-,n A V (D Fax:(781)287-1277 SOXX FILLED SO :ak CG Email:lelo(fPlindeneng-com _0\N _0 6 0, OHA�' C, 0H'-' CHI A 1 —I--; ;i , -Z_' f 7 'NV=91_10 �D Cn EXIST.TREE GEORGE CUTTS M ITLCIVIL TO REMAIN 34 r-Q S—S C-1 —S nu� AX- #6w 1kow—JOW LOW—LOW LOW /LOW STREET ,;i TI AN WAYNE �=T E E I_S 1 C A )(22)(24) U) 2 4 N D1 12"STAd COMPOST I - LIMIT OF WORK FILLED -/ INSTALL SILT SACK IN M EXIST.C.B. EROSION CONTROLS LIMIT OF WORK FOLLOWS 9'i N �V' �M' 4/ > 2 Q� IZIY16- S Rl'/ERFr�'C'N T A�EA ft M F-, M mmw_m�w— _'I�D> i'k'i—-1 — k' U i 12"STAKED COMPOST N U Z' FILLED SOXX V, 7 i N V. CS MH1, WETLAND y A nJ M , _ DELINEATION !0 U NV.� Title: 9 0 H SITE LINE mt > > DEMOLITION, Z_ N " PREPARATION V_ 00— P\ AND EROSION DEMOLITION,PREPARATION&EROSION CONTROL NOTES: CONTROL PLAN 1. ALTHOUGH CERTAIN ITEMS HAVE BEEN NOTED ON THIS DRAWING FOR DEMOLITION,NO ATTEMPT HAS BEEN 9. THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES MUST BE VERIFIED PRIOR TO ANY MADE TO DELINEATE EACH AND EVERY ITEM THAT REQUIRES DEMOLITION FOR THE COMPLETION OF THE CONSTRUCTION OR EXCAVATION ON THE PROPERTY. AS REQUIRED BY MASSACHUSETTS GENERAL LAWS, LEGEND: Scale: 10-201 PROJECT. THE CONTRACTOR WILL BE RESPONSIBLE FOR THE COMPLETION OF ALL DEMOLITION WORK CHAPTER 82,SECTION 40 AND CHAPTER 164,SECTION 76(D),THE CONTRACTOR MUST CALL DIG SAFE, LOW LIMIT OF WORK LINE NECESSARY TO COMPLETE THE PROJECT. TELEPHONE NO.1-888-344-7233,AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR WORK ON THE 2. REMOVE ONLY THOSE AREAS OR ITEMS NOTED ON THIS DRAWING. IF,IN THE OPINION OF THE PROPERTY IN ORDER TO HAVE ALL EXISTING UTILITY LINES MARKED OUT. Date: 27 MAY,2016 CONTRACTOR,IT IS NECESSARY TO REMOVE ADDITIONAL ITEMS NOT NOTED ON THIS DRAWING CONSULT 10, ALL UTILITY CASTINGS ARE TO BE ADJUSTED TO FINISH GRADE PRIOR TO FINAL PAVING OR WALKWAY —SOXX— STAKED 12"COMPOST FILLED WITH THE ARCHITECT/CIVIL ENGINEER PRIOR TO THE REMOVAL. INSTALLATION,PLANTING,LOAMING AND SEEDING. FILTREX SOXX Drawn: W.A.J. 3. STOCKPILE MATERIALS IN LOCATIONS APPROVED BY THE OWNER ONLY. 11. ANY DAMAGE TO ITEMS NOT SCHEDULED FOR REMOVAL SHALL BE REPAIRED OR REPLACED TO THE SILTATION CONTROL FENCE 4. THE CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES AS INDICATED ON THE DRAWING PRIOR TO SATISFACTION OF THE OWNER AND THE ARCHITECT AND CIVIL ENGINEER AT THE CONTRACTOR'S SOLE X WITH STAKED 12"COMPOST BEGINNING ANY DEMOLITION ACTIVITIES. THE CONTRACTOR SHALL INSTALL THE CRUSHED STONE TRACKING EXPENSE. THE STANDARDS FOR REPLACEMENT WORK SHALL BE THE SAME AS FOR NEW WORK. FILLED FILTREX SOXX Checked: WAAGC PAD PRIOR TO ANY DEMOLITION ACTIVITIES. 12. IF ANY SILTATION OCCURS OUTSIDE OF THE EROSION CONTROLS THE CONTRACTOR SHALL REMOVE THE 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROLS AND FOR PROVIDING ERODED MATERIAL AND RESTORE THE AFFECTED SURFACES TO THEIR PRE-EXISTING CONDITION TO THE STAKED STRAW BALES ADDIT IONAL EROSION CONTROLS THROUGHOUT THE CONSTRUCTION AS NECESSARY TO RETAIN ALL SOIL SATISFACTION OF THE OWNER AND THE ARCHITECT AND CIVIL ENGINEER AT THE CONTRACTOR'S SOLE Project No: WITHIN THE WORK AREA AND TO PREVENT ANY SILTATION OF AREAS OUTSIDE THE ACTUAL WORK AREA. EXPENSE. THE STANDARDS FOR REPLACEMENT WORK SHALL BE THE SAME AS FOR NEW WORK. 6. THE CONTRACTOR SHALL PROVIDE STREET SWEEPING OF THE ADJACENT PAVED SURFACES ON AN AS 13. TEMPORARY FENCING SHALL BE PROVIDED AROUND THE ENTIRE WORK AREA WITH SUFFICIENT GATES FOR NEEDED BASIS AS PART OF HIS WORK. ACCESS BY EQUIPMENT AND EMERGENCY VEHICLES AS REQUIRED BY THE TOWN OF NORTH ANDOVER FIRE TREE PROTECTION FENCING 7. THE CONTRACTOR SHALL PROVIDE CONTINUOUS DUST CONTROL ON A 7 DAY A WEEK BASIS THROUGHOUT DEPARTMENT.THE WORK. WATERING SHALL BE THE ONLY ACCEPTABLE METHOD OF DUST CONTROL. 14. SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. C-2A 8. THE CONTRACTOR SHALL VERIFY ALL EXISTING SURVEY INFORMATION AND THE LOCATION AND ELEVATION 15. FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,6B,6C,6D. OF ALL UNDERGROUND UTILITY LOCATIONS IN THE FIELD PRIOR TO BEGINNING ANY WORK AND REPORT 20 0 20 40 80 ANY DISCREPANCIES TO THE ARCHITECT AND CIVIL ENGINEER FOR CLARIFICATION AND DIRECTION. I I I I I SITE DEMOLITION KEY IMPROVEMENTS NOTE:DISPOSE OF ALL RESULTING DEBRIS IN AN APPROVED OFF-SITE TO THE PUBLIC LOCATION UNLESS DIRECTED OTHERWISE. WORKS MARK OR STAKE THE LIMIT OF WORK LINE IN THE FIELD FOR REVIEW BY \ \ OTHE OWNER,THE CIVIL ENGINEER/ARCHITECT AND THE TOWN OF NORTH BUILDING ANDOVER CONSERVATION ADMINISTRATOR. O INSTALL PERIMETER SILTATION CONTROLS AS NOTED ON THE PLAN COCH/CHEW/CK BROOK INSTALL A CRUSHED STONE TRACKING PAD(12 FT.WDE X 50 FT.LONG)IN OTHE LOCATION WHERE THE VEHICLES WILL BE ENTERING AND EXITING THE — \ WORK AREA(AS AGREED WITH THE OWNER). REVIEW THE INSTALLED EROSION CONTROLS WITH THE OWNER,THE CIVIL — ®ENGINEER/ARCHITECT AND THE NORTH ANDOVER CONSERVATION ADMINISTRATOR. ®INTENTIONALLY BLANK T vHAZAi K LIMIT OF WORK FOLLOWS _ � EROSION CONTROLS REMOVE EXISTING VEGETATION(TREES,SHRUBBERY AND STUMPS)WITHIN f SILTATION CONTROL FENCE WE TLf ©THE LIMIT OF WORK(EXCEPT FOR TREES DESIGNATED TO REMAIN.STRIP W/COMPOST FILLED SOXX AND STOCKPILE LOAM WHICH IS SUITABLE FOR REUSE ON THE PROJECT. SILTATION CONTROL FENCE G•'' IN FRONT(TYP.) DELIN W/COMPOST FILLED SOXX LINE OREMOVE PAVEMENT AND WALKS AS SHOWN.SAW CUT JOINT WITH EXISTING ` u WETLAND DELINEATION LINE IN FRONT(TYP.) 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EXIST.C INSTALL SILT SACK IN — EXIST.C.B. - — _ u l, O �� Title: \ :Il 9 `fi _g C"SERIES �D �/ �%/ G' SITE DEMOLITION, ODEI _ - WETLAND SILTATION CONTROL FENCE PREPARATION DELINEATION W/COMPOST FILLED SOXX AND EROSION LINE IN FRONT(TYP.) CONTROL PLAN DEMOLITION,PREPARATION&EROSION CONTROL NOTES: ICIO 1. ALTHOUGH CERTAIN ITEMS HAVE BEEN NOTED ON THIS DRAWING FOR DEMOLITION,NO ATTEMPT HAS BEEN 9. THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES MUST BE VERIFIED PRIOR TO ANY _ MADE TO DELINEATE EACH AND EVERY ITEM THAT REQUIRES DEMOLITION FOR THE COMPLETION OF THE CONSTRUCTION OR EXCAVATION ON THE PROPERTY. AS REQUIRED BY MASSACHUSETTS GENERAL LAWS, r _ `� Scale: 1"-20' PROJECT. THE CONTRACTOR WILL BE RESPONSIBLE FOR THE COMPLETION OF ALL DEMOLITION WORK CHAPTER 82,SECTION 40 AND CHAPTER 164,SECTION 76(D),THE CONTRACTOR MUST CALL DIG SAFE, LEGEND: Z _ _ _ NECESSARY TO COMPLETE THE PROJECT. TELEPHONE NO.1-888-344-7233,AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR WORK ON THE 2. REMOVE ONLY THOSE AREAS OR ITEMS NOTED ON THIS DRAWING. IF,IN THE OPINION OF THE PROPERTY IN ORDER TO HAVE ALL EXISTING UTILITY LINES MARKED OUT. LOW LIMIT OF WORK LINE z I° N v 2 u Date: 27 MAY,lox' CONTRACTOR,IT IS NECESSARY TO REMOVE ADDITIONAL ITEMS NOT NOTED ON THIS DRAWING CONSULT 10. ALL UTILITY CASTINGS ARE TO BE ADJUSTED TO FINISH GRADE PRIOR TO FINAL PAVING OR WALKWAY WITH THE ARCHITECT/CIVIL ENGINEER PRIOR TO THE REMOVAL. INSTALLATION,PLANTING,LOAMING AND SEEDING. 3. STOCKPILE MATERIALS IN LOCATIONS APPROVED BY THE OWNER ONLY. 11. ANY DAMAGE TO ITEMS NOT SCHEDULED FOR REMOVAL SHALL BE REPAIRED OR REPLACED TO THE SOXX STAKED 12"COMPOST FILLED Drawn: W.A.J. 4. THE CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES AS INDICATED ON THE DRAWING PRIOR TO SATISFACTION OF THE OWNER AND THE ARCHITECT AND CIVIL ENGINEER AT THE CONTRACTOR'S SOLE FILTREX SOXX BEGINNING ANY DEMOLITION ACTIVITIES. THE CONTRACTOR SHALL INSTALL THE CRUSHED STONE TRACKING EXPENSE. 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THE FINAL LOCATION OF THE NEW UTILITY POLE TO BE DETERMINED FROM A SURVEY OF THE SITE PROVIDED BY THE TOWN OF NORTH BY THE UTILITY COMPANIES.SEE THE SITE LANDSCAPING PLAN FOR NEW BITUMINOUS CONCRETE PAVEMENT Scale: 1"—20' ANDOVER DEPARTMENT OF PUBLIC WORKS. CONSULT WITH THAT THE LAYOUT AND DETAILS OF ALL PROPOSED PLANTING AND PLAN FOR BENCHMARKS AND DATUM. LANDSCAPING. Date: 27 MAY,2016 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR 7. FOR THE FLOOR PLAN,ELEVATIONS AND DIMENSIONS OF THE NEW CONCRETE WALK/PAD(BROOM FINISH) APPROVAL OF THE ARCHITECT AND CIVIL ENGINEER PRIOR TO PROPOSED BUILDING SEE ARCHITECTURAL PLANS BY CSS ARCHITECTS, IMPLEMENTATION. INC. Drawn: W.A.J. 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND 8. FOR LAYOUT OF EXPANSION AND CONTROL JOINTS IN ALL CONCRETE NEW GRAVEL SURFACING CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN WALKS AND PADS SEE THE LANDSCAPING PLAN. 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LINE OF EXISTING PAVEMENT — —— _ f Title: _ SITE g O"SERIES ...�... 4y LAYOUT ODE �G DEL AND NEAL IONN LAYOUT AND MATERIALS LEGEND: AND I LINE MATERIALS PLAN LAYOUT AND MATERIALS NOTES: NEW BUILDING 1. THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED 6. THE FINAL LOCATION OF THE NEW UTILITY POLE TO BE DETERMINED FROM A SURVEY OF THE SITE PROVIDED BY THE TOWN OF NORTH BY THE UTILITY COMPANIES.SEE THE SITE LANDSCAPING PLAN FOR NEW BITUMINOUS CONCRETE PAVEMENT Scale: 1"—201 ANDOVER DEPARTMENT OF PUBLIC WORKS. CONSULT WITH THAT THE LAYOUT AND DETAILS OF ALL PROPOSED PLANTING AND PLAN FOR BENCHMARKS AND DATUM. LANDSCAPING. Date: 27 MAY,2016 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR 7. FOR THE FLOOR PLAN,ELEVATIONS AND DIMENSIONS OF THE NEW CONCRETE WALK/PAD(BROOM FINISH) APPROVAL OF THE ARCHITECT AND CIVIL ENGINEER PRIOR TO PROPOSED BUILDING SEE ARCHITECTURAL PLANS BY CSS ARCHITECTS, IMPLEMENTATION. INC. Drawn: W.A.J. 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND 8. FOR LAYOUT OF EXPANSION AND CONTROL JOINTS IN ALL CONCRETE NEW GRAVEL SURFACING CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN WALKS AND PADS SEE THE LANDSCAPING PLAN. THE ARCHITECT DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK, ANY SHALL APPROVE THE JOINT LOCATIONS PRIOR TO THE WALKS AND NEW CRUSHED STONE GROUND COVER Checked: WAAG.0 FIELD ADJUSTMENTS ARE TO BE APPROVED BY THE ARCHITECT AND PADS BEING POURED. CIVIL ENGINEER PRIOR TO IMPLEMENTATION. 9. SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. .FP NEW FLAGPOLE 4. DIMENSIONS SHOWN ARE TO THE EDGE OF PAVEMENT,BACK OR FACE 10.FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,C-6B,C-6C&C-6D. Project No: OF CURB,FACE OF WALL OR BUILDING. ALL LINES ARE *LP NEW PARKING LOT LIGHT&POLE PERPENDICULAR OR PARALLEL TO THE LINES FROM WHICH THEY ARE C-3B MEASURED UNLESS OTHERWISE INDICATED. ®UP NEW UTILITY POLE 5. 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N D V 1 LoW----,----/-LOW- WAYNE STREET �A LOW LOW PAA IsPw-low PVMT GRADE u LOW LOW Low f WAYNE STREET ------------36-LOW LOW U) fi HE L!N �H6 -5; 4�/ M Z M M A >qM N� m Fr�G N T A EA > Q iRPfi- r�j-7,9 5 z ig D V C Lu-Lul (:�M�j WETLAND N, ;� 2 0�1 Title: __jU-�NV. RIM=90". DELINEATION F6 7 H SITE LINE > GRADING PLAN GRADING LEGEND: 2 4 53 V- A ')VVN D-N EXISTING GROUND CONTOUR C-3H .�DOV i, V� PROPOSED NEW 1 FOOT CONTOUR GRADING NOTES: I;IS;-/N Wn 9.LO� 1. THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED FROM A SURVEY OF THE SITE PROVIDED 9. THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES SHALL BE CONSIDERED APPROXIMATE AND BY THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS. CONSULT WITH THAT PLAN FOR MUST BE VERIFIED PRIOR TO ANY CONSTRUCTION OR EXCAVATION ON THE PROPERTY. ALL Scale: 10 201 98.5 PROPOSED NEW 1/2 FOOT CONTOUR BENCHMARKS AND DATUM. UNDERGROUND UTILITIES MAY NOT BE SHOWN ON THESE PLANS.THE INFORMATION SHOWN ON THESE 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR APPROVAL OF THE ARCHITECT AND CIVIL PLANS IS NOT GUARANTEED AS TO ACCURACY OR COMPLETENESS. THE CONTRACTOR SHALL CONTACT EG=99.25A EXISTING SPOT GRADE ENGINEER PRIOR TO IMPLEMENTATION. THE RESPECTIVE UTILITY COMPANIES AND THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC Date: 27 MAY,2016 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND CIVIL ENGINEER IN WRITING OF ANY WORKS RELATIVE TO THE LOCATIONS AND ELEVATIONS OF THESE LINES. 99.45 DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK. ANY FIELD 10.AS REQUIRED BY MASSACHUSETTS GENERAL LAWS,CHAPTER 82,SECTION 40 AND CHAPTER 164, Drawn: W.A.J. 9895 99.45 PROPOSED NEW SPOT GRADE ADJUSTMENTS ARE TO BE APPROVED BY THE ARCHITECT AND CIVIL ENGINEER PRIOR TO IMPLEMENTATION. SECTION 76(d),THE CONTRACTOR MUST CALL"DIG SAFE",TELEPHONE NO.1-888-344-7233,AT 4. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES IN GOOD CONDITION TO ENSURE LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR WORK ON THE PROPERTY IN ORDER TO HAVE ALL -LOW LIMIT OF WORK LINE PROPER EROSION CONTROL UNTIL ALL WORK HAS BEEN COMPLETED,ALL PAVED AREAS HAVE BEEN PAVED EXISTING UTILITY LINES MARKED OUT. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT Checked: WAAGC AND ALL LAWNS OR VEGETATED COVER HAVE BEEN ESTABLISHED. AND CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS -SOXX STAKED 12"COMPOST FILLED 5. THE CONTRACTOR SHALL GRADE EVENLY BETWEEN THE PROPOSED CONTOURS AND THE PROPOSED SPOT PRIOR TO AND DURING WORK. GRADES. THE MAXIMUM EARTH SLOPE SHALL BE 3 FEET HORIZONTAL FOR EVERY 1 FOOT VERTICAL. 11. IF ANY EXISTING UTILITY LINE OR SERVICE IS DAMAGED BY THE CONTRACTOR DURING THE PROGRESS OF Project No: FILTREX SOXX PROPOSED GRADES TO BLEND SMOOTHLY WITH EXISTING GRADES. THE WORK IT SHALL BE IMMEDIATELY REPAIRED OR REPLACED AT THE CONTRACTOR'S SOLE EXPENSE �10 Emm X EMEM SILTATION CONTROL FENCE 6. WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT,SAW CUT EDGE OF EXISTING PAVEMENT AND MEET LINE TO THE SATISFACTION OF ARCHITECT AND CIVIL ENGINEER AS WELL AS THE UTILITY COMPANY. WITH STAKED 12"COMPOST AND GRADE OF EXISTING PAVEMENT WITH NEW CONSTRUCTION. 12.ALL UTILITY COVERS FOR STRUCTURES LOCATED WITHIN THE PROJECT LIMITS WHICH ARE NEW OR ARE FILLED FILTREX SOXX 7. ALL SOIL STOCKPILES SHALL BE SURROUNDED BY STAKED HAY BALES OR A STAKED COMPOST WATTLE. TO REMAIN SHALL BE ADJUSTED TO FINISH GRADE. UTILITY COVERS INCLUDE BUT ARE NOT LIMITED TO, STOCKPILED TOPSOIL SHALL BE SEEDED WITH ANNUAL RYE GRASS IF LEFT OVER 30 DAYS TO MINIMIZE CATCH BASINS FRAMES AND GRATES,MANHOLE FRAMES AND COVERS,GATE VALVE COVERS,CURB (j-4A STAKED STRAW BALES EROSION AND PREVENT SILTATION. STOPS,HAND HOLES,ETC. ------- 8. SEE THE SITE LANDSCAPING PLAN FOR THE LAYOUT AND DETAILS OF ALL PROPOSED PLANTING AND 13.SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. 20 0 20 40 80 LANDSCAPING. 14.FOR CONSTRUCTION DETAILS SEE SHEETS C-13A,C-6B,C-6C&C-15D. IMPROVEMENTS TO THE PUBLIC WORKS BUILDING COCH/CHEW/CK BROOK f ii =u .Z_ ;-Mp WETL/ iN V. 02.4 DELIN LINE u- WETLAND DELINEATION LINE , -,; h �iQ NORTH ANDOVER,MA I » SERIES / 98.5 98.5 B �P --_ - _ - - Revisions - - -- a. � No.Date Description By t U -A /5 P- 98 88 8,53 �- .8� 9d 99 28 - 53, 99.03 ", i - ✓� \ 9 �- 99.00 u - e 9855 98.20 98,45 8.70 gas _ 98 5 9 39 99 33 r = P 98.5098,25 \ 0 u',< �S3A6 09.00 t s 97.50 y L 98.75 Q�-/-98.25 _ / 98.72 LP LP e LP 99.00 99.53 98.39 R=98.0( 99.20 97.75 ��, 99 25 99.0098.90 90 - ' 98.50 /�� - ^ f V/ ��! P ^ - l fl1„ _ �P_ _ 'H 98.55 o Q L 4 98.0 ., 9.00 98'75 98.40 0�. 5 �� _ NIF TOWN OF NORTH ANDOVER W ; '°°.°° �.°F W `�' ARCHITECTS INC. t � Q EG=98.sa a� CSS RCH SIN MAP 94,LOT 2 ,;''',>'- f ;,1 - .• ���' 98.50 -�'- 'Ec-99.st... 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THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED FROM A SURVEY OF THE SITE PROVIDED 9. THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES SHALL BE CONSIDERED APPROXIMATE AND 98.5 PROPOSED NEW 1 2 FOOT CONTOUR BY THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS. CONSULT WITH THAT PLAN FOR MUST BE VERIFIED PRIOR TO ANY CONSTRUCTION OR EXCAVATION ON THE PROPERTY. ALL Scale: 1"-201 BENCHMARKS AND DATUM. UNDERGROUND UTILITIES MAY NOT BE SHOWN ON THESE PLANS.THE INFORMATION SHOWN ON THESE 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR APPROVAL OF THE ARCHITECT AND CIVIL PLANS IS NOT GUARANTEED AS TO ACCURACY OR COMPLETENESS. THE CONTRACTOR SHALL CONTACT EG=99.25A EXISTING SPOT GRADE ENGINEER PRIOR TO IMPLEMENTATION. THE RESPECTIVE UTILITY COMPANIES AND THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC Date: 27 MAY,2016 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND CIVIL ENGINEER IN WRITING OF ANY WORKS RELATIVE TO THE LOCATIONS AND ELEVATIONS OF THESE LINES. 99.45 DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK. ANY FIELD 10.AS REQUIRED BY MASSACHUSETTS GENERAL LAWS,CHAPTER 82,SECTION 40 AND CHAPTER 164, 9895 99.45� PROPOSED NEW SPOT GRADE ADJUSTMENTS ARE TO BE APPROVED BY THE ARCHITECT AND CIVIL ENGINEER PRIOR TO IMPLEMENTATION. SECTION 76(d),THE CONTRACTOR MUST CALL"DIG SAFE",TELEPHONE NO.1-888-344-7233,AT Drawn: W.A.J. 4. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES IN GOOD CONDITION TO ENSURE LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR WORK ON THE PROPERTY IN ORDER TO HAVE ALL LOW LIMIT OF WORK LINE PROPER EROSION CONTROL UNTIL ALL WORK HAS BEEN COMPLETED,ALL PAVED AREAS HAVE BEEN PAVED EXISTING UTILITY LINES MARKED OUT. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT Checked: WAAG.0 AND ALL LAWNS OR VEGETATED COVER HAVE BEEN ESTABLISHED. AND CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS SOXX STAKED 12"COMPOST FILLED 5. THE CONTRACTOR SHALL GRADE EVENLY BETWEEN THE PROPOSED CONTOURS AND THE PROPOSED SPOT PRIOR TO AND DURING WORK. FILTREX SOXX GRADES. THE MAXIMUM EARTH SLOPE SHALL BE 3 FEET HORIZONTAL FOR EVERY 1 FOOT VERTICAL. 11. IF ANY EXISTING UTILITY LINE OR SERVICE IS DAMAGED BY THE CONTRACTOR DURING THE PROGRESS OF Project No: PROPOSED GRADES TO BLEND SMOOTHLY WITH EXISTING GRADES. THE WORK IT SHALL BE IMMEDIATELY REPAIRED OR REPLACED AT THE CONTRACTOR'S SOLE EXPENSE SILTATION CONTROL FENCE 6. WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT,SAW CUT EDGE OF EXISTING PAVEMENT AND MEET LINE TO THE SATISFACTION OF ARCHITECT AND CIVIL ENGINEER AS WELL AS THE UTILITY COMPANY. X WITH STAKED 12"COMPOST AND GRADE OF EXISTING PAVEMENT WITH NEW CONSTRUCTION. 12.ALL UTILITY COVERS FOR STRUCTURES LOCATED WITHIN THE PROJECT LIMITS WHICH ARE NEW OR ARE C-4B FILLED FILTREX SOXX 7. ALL SOIL STOCKPILES SHALL BE SURROUNDED BY STAKED HAY BALES OR A STAKED COMPOST WATTLE. TO REMAIN SHALL BE ADJUSTED TO FINISH GRADE. UTILITY COVERS INCLUDE BUT ARE NOT LIMITED TO, -� STOCKPILED TOPSOIL SHALL BE SEEDED WITH ANNUAL RYE GRASS IF LEFT OVER 30 DAYS TO MINIMIZE CATCH BASINS FRAMES AND GRATES,MANHOLE FRAMES AND COVERS,GATE VALVE COVERS,CURB ` STAKED STRAW BALES EROSION AND PREVENT SILTATION. STOPS,HAND HOLES,ETC. 8. SEE THE SITE LANDSCAPING PLAN FOR THE LAYOUT AND DETAILS OF ALL PROPOSED PLANTING AND 13.SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. 20 0 20 40 80 LANDSCAPING. 14.FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,C-613,C-6C&C-6D. IMPROVEMENTS TO THE PUBLIC WORKS BUILDING J N Z. M n MH DAMA-S-1b INV iN NEW 12"RCP DRAIN i-E3 NEW 1=93.55(IN) (CONTRACTOR TO CORE DRILL 7 il� COCHICHEWICK BROOK NE' OPENING THROUGH EXIST, W\`GAS SERVICE RIM= 7 PIPE MANHOLE FOR NEW PIPE AND REBUILD /-WETLAND 1�11 MANHOLE INVERT) WETLAND DELINEATION LINE -7 0 DELINEATION IVA T A T RELOCATE GAS LINE RAIN,1-93.86, LINE _N NEW 12"CLDI D AS NECESSARY TO i- p ACCOMMODATE (CONTRACTOR TO CORE DRILL DRAIN LINE A I OPENING THROUGH EXIST. NEW CAS SERVICE HEADWk FOR NEW PIPE) _N PIPE V\ RELOCATE GAS LINE AS NECESSARY y n 7 Z TO ACCOMMODATE DRAIN LINE NORTH ANDOVER,MA NEW STONE IB" SERIES RINAP /-CONNECT TO EXIST. APRGN GAS MAIN S 26'50'48" E 1066.48' JAI 45'±NEW 12 CLDI X S=0.01 00 Revisions ------TT---- ---- --- ,fit No.Date Description By X_A --- ------- X---�Cc_� -----------CIO 00 =_--------------- ±-WW 12-CLDI VVE T L N_D S_� - _T�:�_R '0640 =0. ---------- A �D _2 S --------------------------------------- ---- NEW's PTOR�'STC-900#1 R=97.96 7 Q -IN NEW GAS N 94.%12 -,(D)_ ON CONCRETE 12'±6"CI S=0.0200 BY �=94.11(12"W B) TP;A K PAD -PLUMBING CONTRACTOR 1=93.86(OUT) �ND -K NEW 6"CI ROOF DRAIN CONN. PROPOSED 2 STORY NEW DOUBLE CB#I (DROP C.O.�,f I R=97.90 34.90 BY PLUMBING'ON ACTOR- Q 1=94.00(12"OUT) BUILDING`kFFE=9G.5 3 NEWT'CLDI R 67 -6,02 N/F TOWN OF NORTH ANDOVER S �-�l V CSS ARCHITECTS INC. A�I i i i F) NEW 2"TYPE K COPPE U WA,-TE _(WATER EXISTING ONE AND TWO STORY BUILDING 12"CLDI 7i NEW DOUBLE CB#2 _1� ii� .'-,4 J V 17 Audubon i,Road SERME S=0.00821 384 OSGOOD STREET R=97.70 )1880 T� z M 1N�411LITY RODML P (FF rl''NEW' VV.1.1i.Id.MA LOT AREA 155,813±S.F. Q! D A I?V I%,j" "S 1 U 1=94.17(12"OUT) cssacssarchitects.com TAI IN 1 1/8(45') M E MEW 4"CI AEWER V SUMP=90.17 BENDS (DROP_Lja�)1=94A BY NEW UNDERGROUND- "7UATRILD FRYLML --ON-�RET 011 1 NEW 6"CLDI !2 PLU0WGZbNTRACTOR NEW CI-PV�,,' n! �.> Z % I -Ln P A D FIRE PROTECTION ECCEN I UPLING -------- FIRE DEPT.CONN.ON WALL I=S4. CONNECTION 6( 12" --S -LIGHT- EW UNDERGROUND NEW M I - I A_ NEW 8"X8"TAPPING SLEEVE W7,/COMM,CONDUIT - 1 P-2 P T ft I I r�l �"l AND GATE VALVE W/ BOX TO GRADE i'_} a ECCENTRIC COUPLING ENGINEERING NU 10LINDENIPARTNERS ILLC 100 TradeCenter,Suite G700 NEW FIRE nJ=�93.76 M HYDRANT N\ Woburn,MA 01 801-1 851 Tel:(T81)933-3711 NEW 2"CURBRELOCATED SEWER STOP NEW UTILITY NEC. Fax:(781)287-1277 U POLE ,BY OTHERS LOW 1� --TACK MAIN no, VVETLAND ------- W/BOX T GRADE -Z, Email:lep(Eplindeneng_com V 4k,0 'N 'NV�='9-,_;','0_ 7--9, --- ftw P U-Dq�ko IN qs� / , f k A. 1 20.3 1' NEW U tLLU I TjFN11,VGD __N D U I T NEW 6"X6"CUT IN E NEW 6"CLDI -5 N-_1�, om NEW 8'�'QLLI NS AIN -Sbzaox WATER MAIN _CLDI E 6"P C NEW 8 �tk NEW 8"CLDI 0 GRADE i -LOW--- 4 'N��--WATER ---BOX T 0 �j "4 'i -- LO N 1/32(11.25) -Q.0 -MAIN't LOW ND kow ow 2 N W - ---BEND Z -,N W W W-N NW-N -NW I'N�Iwz WAYNE STREET N W NW NW-NW-NW-NW- A LOW-LOW LOW LOW A LOW 16 NEW 6"CLDI EXIST.6"SEWER CONN. NEW 8"CW 1/16 'T STUB(BY OTHERS)1=93.52 X6 CLDI (22.5')BEND v HYDRANT SERVICE ER \--NEW a"X�-6_7 TEE WITH (J M A 1 NEW 6 GA VALVE& SMH lb m Yf BOX TO PME M mA z I g C�M E�M 01 i MMMMMM" R' V, LU N U NEW 8"X 6"TEE WITH N NEV'6"GATE VALVE& WETLAND V J C-D-1i C ka, JV Title: y Q I N V,=9,0)-51 BOX TO GRADE DELINEATION IN V.=Q SITE NEW 2"CORP.COCK LINE > R�7� C-) UTILITY CONNECTION TO NEW WAYNE STREET DRAINAGE AND UTILITY LEGEND: WATER MAIN W/2" PLAN V 0, Z__ D.I.SADDLE V. 9" -"V-'-R DF NID)RP ANn(_DMH 0 SMH NEW SEWER/DRAIN MANHOLE 8" Pl/�- INV 4 N CB NEW CATCH BASIN BE 16. THE CONSTRUCTION OF THE WATER,SEWER AND DRAINAGE SYSTEMS SHALL CONFORM TO THE TOWN OF NORTH ANDOVER DRAINAGE&UTILITY NOTES: 7. ALL UTILITY COVERS FOR STRUCTURES LOCATED WITHIN THE PROJECT LIMITS WHICH ARE NEW OR ARE TO REMAIN SHALLVE CB NEW DOUBLE CATCH BASIN 1. THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED FROM A SURVEY OF THE SITE PROVIDED BY THE TOWN OF ADJUSTED TO FINISH GRADE. UTILITY COVERS INCLUDE BUT ARE NOT LIMITED TO,CATCH BASINS FRAMES AND GRATES, STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS. NEW GATE VALVE W/BOX TO GRADE NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS.CONSULT NTH THAT PLAN FOR BENCHMARKS AND DATUM. MANHOLE FRAMES AND COVERS,GATE VALVE COVERS,CURB STOPS,HAND HOLES,ETC. 17. THE CONSTRUCTION OF ALL ELECTRIC,NATURAL GAS AND TELEPHONE/COMMUNICATIONS SYSTEMS SHALL CONFORM TO THE Scale: 10-201 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR APPROVAL OF THE ARCHITECT AND CIVIL ENGINEER PRIOR TO 8, ALL PROPOSED BUILDING UTILITY CONNECTIONS SHOWN ON THESE PLANS ARE BASED ON INFORMATION PROVIDED TO OUR FIRM STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS OF THE RESPECTIVE UTILITY COMPANIES. HYD NEW FIRE HYDRANT IMPLEMENTATION. BY THE BUILDING MECHANICAL AND ELECTRICAL ENGINEERS. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN FINAL 18. SEE SEPARATE PLANS BY THE BUILDING ELECTRICAL ENGINEERS FOR THE SIZES AND NUMBERS OF ELECTRIC CONDUITS, LP NEW LIGHT POLE 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN BUILDING MECHANICAL/ELECTRICAL/PLUMBING PLANS AND COORDINATE THE BUILDING CONNECTIONS MAKING MINOR FIELD TELEPHONE CONDUITS,EMERGENCY GENERATOR CONDUITS,SITE LIGHTING CONDUITS AND SITE LIGHTING. Date: 27 MAY,2016 DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK. ANY FIELD ADJUSTMENTS ARE TO BE APPROVED BY THE ADJUSTMENTS IF NECESSARY.IF MAJOR DISCREPANCIES ARE DISCOVERED BETWEEN THE CONNECTIONS SHOWN ON THESE 19. SEE EXISTING CONDITIONS DRAWNG FOR ADDITIONAL NOTES. 0 6"CLDI NEW UTILITY POLE ARCHITECT AND CIVIL ENGINEER PRIOR TO IMPLEMENTATION. PLANS AND THE FINAL BUILDING MECHANICAL/ELECTRICAL/PLUMBING PLANS,THE CONTRACTOR SHALL IMMEDIATELY NOTIFY 20. FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,C-6B,C-15C&C-13D. Drawn: W.A.J. 4, IF ANY EXISTING UTILITY LINE OR SERVICE IS DAMAGED BY THE CONTRACTOR DURING THE PROGRESS OF THE WORK IT SHALL BE THE ARCHITECT AND CIVIL ENGINEER IN WRITING FOR DIRECTION ON HOW TO PROCEED. -NFP-NFP- NEW FIRE PROTECTION LINE IMMEDIATELY REPAIRED OR REPLACED AT THE CONTRACTOR'S SOLE EXPENSE TO THE SATISFACTION OF ARCHITECT AND CIVIL 9, THE WATER SERVICE PIPE MINIMUM COVER=5-0"BUT NO GREATER THAN 7'-0". UTILITY CROSSINGS MAY REQUIRE WATER _NW 81i CLDI NW- NEW WATER LINE ENGINEER AS WELL AS THE RELEVANT UTILITY COMPANY. UTILITY SERVICE TO ALL EXISTING BUILDINGS ON AND ADJACENT TO MAINS TO BE SET DEEPER THAN 5-0". Checked: WAAGC NEW 2"TYPE K COPPER THE PROJECT SHALL BE MAINTAINED AT ALL TIMES 10. THE CONTRACTOR SHALL MAKE ARRANGEMENTS WITH THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS AND -NW-NW-NW- NW NEW WATER SERVICE LINE AND CURB 5� THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES SHALL BE CONSIDERED APPROXIMATE AND MUST BE VERIFIED PRIOR TO PLUMBING INSPECTOR REGARDING THE LOCATION OF THE NEW WATER METER AND REMOTE READING DEVICE. 8"PVC S=0.0200- STOP WITH BOX TO GRADE ANY CONSTRUCTION OR EXCAVATION ON THE PROPERTY. ALL UNDERGROUND UTILITIES MAY NOT BE SHOWN ON THESE PLANS. 11. THE MINIMUM DRAIN AND SEWER MANHOLE DIAMETER SHALL BE 4'. LARGER DIAMETER MANHOLES MAY BE REQUIRED DUE TO Project No: -NS-NS- NEW SANITARY SEWER LINE THE INFORMATION SHOWN ON THESE PLANS IS NOT GUARANTEED AS TO ACCURACY OR COMPLETENESS. THE CONTRACTOR THE NUMBER,SIZE AND LOCATION OF PIPING. 12"CLDI S 0.0050 SHALL CONTACT THE RESPECTIVE UTILITY COMPANIES AND THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS 9- -ND-ND- NEW STORM DRAIN LINE RELATIVE TO THE LOCATIONS AND ELEVATIONS OF THESE LINES. 12, ALL PROPOSED CATCH BASINS SHALL HAVE 4'DEEP SUMPS AND SHALL BE FITTED WITH HOODS. -NG-NG- NEW GAS LINE 6. AS REQUIRED BY MASSACHUSETTS GENERAL LAWS,CHAPTER 82,SECTION 40 AND CHAPTER 164,SECTION 76(d),THE 13. IN THE EVENT THAT CATCH BASIN OR MANHOLE INVERTS ARE LESS THAN 4'-0"BELOW PROPOSED RIM ELEVATION THE CONTRACTOR MUST CALL DIG SAFE,TELEPHONE NO.1-888-344-7233,AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR CONTRACTOR SHALL USE A FLAT TOP SLAB AS OPPOSED TO A CONE RISER. - " (j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� � � � � IMPROVEMENTS TO THE PUBLIC WORKS BUILDING COCHI CHEW/CK BROOK NEW STONE =u ,Z_ NEW 18"CLDI RIPRAP APRON NEW STORMCEPTOR STC-900#2 PIPE END R=98.18 WETLf 1=94.40 1=94.70(12"IN-CBs) DELI N 6't 12°CLDI - L`' 1=94.45(OUT) S=0.00833 LINE u- WETLAND DELINEATION LINE NEW DOUBLE CB#4 _ R=98.00 32't 18"CLDI Ll /Oh ��/ \� O SUMP 1=94.79p TOUT) \\s=o.00l5s \\ - U \� �h �,Q NORTH ANDOVER,MA / / "113" SERIES �P -_ - -- - Revisions mm � ��-e- Rif ®x x T- -- x E m -,e- No.Date Description By a s / ' ; - Q�/ } F `P vil UNrt 1 - R ti 4` L O / RESET MON WELL t 40't 12°CLDI S=0.D050 RIM TOrR1K9 _&5 Lit z CC RAMP P NEW CB#3 Q N/F TOWN OF NORTH ANDOVER LLl - Z R= -a; CSS ARCHITECTS INC. MAP 94,LOT 2\ j 4.so(12"ouT) u W rn f A � J fu '=r` z m II 107 Autlu bon Roatl w 384 OSGOOD STREET �, t; W e 300 wake Wakefield,VIA t01880 ,. ? LOW , .,"LGW L'J V- c @ ssarchitects.com LOT AREA=155 813±S.F. _ I � `- _ t_ PROPOSED z o 1 STORY _ N - F. y r cn Cn ui Z / I-MF _ is - �',. P0 BUIS F LINDEN ENGINEERING PARTNERS LLC �: - 100 TradeCenter,Suite G700 `., '�`-t L..� s'-r ' sue- � U mac-.`. L,£L� -�� Woburn,MA 01 801-1 851 - - " \ Tel:(781)933-3711 C. -i `� E Fax:(781)287-1277 mail:lep@lindeneng.com \\ 1=.\ X n ..ate - RICHARO qCY a N 28-05 1120.31' G�R E m TTS CIVIL FSsaN G �P S -2 4 V x _- t � � x WA ME STREETA PVC ' -r 8. WAYNE STREET R -- - f O - t� mi ;mot 'Y S M 1 - - AREA il:LD Li I l y =% 1 O ��t Title: Li / �j z _ �/ g ;>O"SERIES I G/ SITE UTILITY DRAINAGE AND UTILITY LEGEND: - WETLAND PLAN DELINEATION DMH o SMH NEW SEWER/DRAIN MANHOLE LINE DRAINAGE&UTILITY NOTES: '' ■ CB NEW CATCH BASIN 7. ALL UTILITY COVERS FOR STRUCTURES LOCATED WITHIN THE PROJECT LIMITS WHICH ARE NEW OR ARE TO REMAIN SHALL BE 16. THE CONSTRUCTION OF THE WATER,SEWER AND DRAINAGE SYSTEMS SHALL CONFORM TO THE TOWN OF NORTH ANDOVER CB NEW DOUBLE CATCH BASIN 1. THE EXISTING CONDITIONS SHOWN ON THIS PLAN WERE PREPARED FROM A SURVEY OF THE SITE PROVIDED BY THE TOWN OF ADJUSTED TO FINISH GRADE. UTILITY COVERS INCLUDE BUT ARE NOT LIMITED TO,CATCH BASINS FRAMES AND GRATES, STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS. NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS.CONSULT WITH THAT PLAN FOR BENCHMARKS AND DATUM. MANHOLE FRAMES AND COVERS,GATE VALVE COVERS,CURB STOPS,HAND HOLES,ETC. 17. THE CONSTRUCTION OF ALL ELECTRIC,NATURAL GAS AND TELEPHONE/COMMUNICATIONS SYSTEMS SHALL CONFORM TO THE Scale: 1"-201 N NEW GATE VALVE W/BOX TO GRADE 2. THE CONTRACTOR SHALL STAKE OUT ALL IMPROVEMENTS FOR APPROVAL OF THE ARCHITECT AND CIVIL ENGINEER PRIOR TO 8, ALL PROPOSED BUILDING UTILITY CONNECTIONS SHOWN ON THESE PLANS ARE BASED ON INFORMATION PROVIDED TO OUR FIRM STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS OF THE RESPECTIVE UTILITY COMPANIES. "I HYD NEW FIRE HYDRANT IMPLEMENTATION. BY THE BUILDING MECHANICAL AND ELECTRICAL ENGINEERS. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN FINAL 18. SEE SEPARATE PLANS BY THE BUILDING ELECTRICAL ENGINEERS FOR THE SIZES AND NUMBERS OF ELECTRIC CONDUITS, LP NEW LIGHT POLE 3. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN BUILDING MECHANICAL/ELECTRICAL/PLUMBING PLANS AND COORDINATE THE BUILDING CONNECTIONS MAKING MINOR FIELD TELEPHONE CONDUITS,EMERGENCY GENERATOR CONDUITS,SITE LIGHTING CONDUITS AND SITE LIGHTING. Date: 27 MAY,2016 DRAWINGS AND FIELD CONDITIONS PRIOR TO AND DURING WORK. ANY FIELD ADJUSTMENTS ARE TO BE APPROVED BY THE ADJUSTMENTS IF NECESSARY.IF MAJOR DISCREPANCIES ARE DISCOVERED BETWEEN THE CONNECTIONS SHOWN ON THESE 19. SEE EXISTING CONDITIONS DRAWING FOR ADDITIONAL NOTES. ® NEW UTILITY POLE ARCHITECT AND CIVIL ENGINEER PRIOR TO IMPLEMENTATION. PLANS AND THE FINAL BUILDING MECHANICAL/ELECTRICAL/PLUMBING PLANS,THE CONTRACTOR SHALL IMMEDIATELY NOTIFY 20. FOR CONSTRUCTION DETAILS SEE SHEETS C-6A,C-66,C-6C&C-61). Drawn: W.A.J. 6"CLDI 4, IF ANY EXISTING UTILITY LINE OR SERVICE IS DAMAGED BY THE CONTRACTOR DURING THE PROGRESS OF THE WORK IT SHALL BE THE ARCHITECT AND CIVIL ENGINEER IN WRITING FOR DIRECTION ON HOW TO PROCEED. NFP NEP NEW FIRE PROTECTION LINE IMMEDIATELY REPAIRED OR REPLACED AT THE CONTRACTOR'S SOLE EXPENSE TO THE SATISFACTION OF ARCHITECT AND CIVIL 9, THE WATER SERVICE PIPE MINIMUM COVER=5-0"BUT NO GREATER THAN 7'-0". UTILITY CROSSINGS MAY REQUIRE WATER _NW 8"CLDI N W NEW WATER LINE ENGINEER AS WELL AS THE RELEVANT UTILITY COMPANY. UTILITY SERVICE TO ALL EXISTING BUILDINGS ON AND ADJACENT TO MAINS TO BE SET DEEPER THAN 5-01". Checked: WAAG.0 NEW 2"TYPE K COPPER (�V NEW WATER SERVICE LINE AND CURB THE PROJECT SHALL BE MAINTAINED AT ALL TIMES 10. THE CONTRACTOR SHALL MAKE ARRANGEMENTS WITH THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS AND -NW-NW-NW-NW-14- 5. THE LOCATION AND ELEVATION OF ALL EXISTING UTILITIES SHALL BE CONSIDERED APPROXIMATE AND MUST BE VERIFIED PRIOR TO PLUMBING INSPECTOR REGARDING THE LOCATION OF THE NEW WATER METER AND REMOTE READING DEVICE. 8"PVC S=0.0200- STOP WITH BOX TO GRADE ANY CONSTRUCTION OR EXCAVATION ON THE PROPERTY. ALL UNDERGROUND UTILITIES MAY NOT BE SHOWN ON THESE PLANS. 11. THE MINIMUM DRAIN AND SEWER MANHOLE DIAMETER SHALL BE 4'. LARGER DIAMETER MANHOLES MAY BE REQUIRED DUE TO Project No: NS NS NEW SANITARY SEWER LINE THE INFORMATION SHOWN ON THESE PLANS IS NOT GUARANTEED AS TO ACCURACY OR COMPLETENESS. THE CONTRACTOR THE NUMBER,SIZE AND LOCATION OF PIPING. 12"CLDI S=0.0050 SHALL CONTACT THE RESPECTIVE UTILITY COMPANIES AND THE TOWN OF NORTH ANDOVER DEPARTMENT OF PUBLIC WORKS 12, ALL PROPOSED CATCH BASINS SHALL HAVE 4'DEEP SUMPS AND SHALL BE FITTED WITH HOODS. ND ND NEW STORM DRAIN LINE RELATIVE TO THE LOCATIONS AND ELEVATIONS OF THESE LINES. 13. IN THE EVENT THAT CATCH BASIN OR MANHOLE INVERTS ARE LESS THAN 4'-0"BELOW PROPOSED RIM ELEVATION THE C-i NG NG NEW GAS LINE 6. AS REQUIRED BY MASSACHUSETTS GENERAL LAWS,CHAPTER 82,SECTION 40 AND CHAPTER 164,SECTION 76(d),THE CONTRACTOR SHALL USE A FLAT TOP SLAB AS OPPOSED TO A CONE RISER. NUT NUT NEW TELEPHONE/COMM.CONDUIT CONTRACTOR MUST CALL"DIG SAFE",TELEPHONE NO.1-888-344-7233,AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION OR 14. THE CONTRACTOR SHALL SUPPLY AND INSTALL SILT SACKS IN ALL EXISTING AND NEW CATCH BASINS WITHIN THE LIMIT OF WORK ON THE PROPERTY IN ORDER TO HAVE ALL EXISTING UTILITY LINES MARKED OUT. THE CONTRACTOR SHALL IMMEDIATELY WORK AND AS SHOWN ON THESE PLANS AND MAINTAIN ALL OF THE SILT SACKS AS SPECIFIED. 20 0 20 40 80 NUE NUE NEW UNDERGROUND ELECTRIC CONDUIT NOTIFY THE ARCHITECT AND CIVIL ENGINEER IN WRITING OF ANY DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS 15. THE CONTRACTOR SHALL CONFIRM THAT ANY EXISTING ABANDONED UNDERGROUND UTILITIES ENCOUNTERED DURING PRIOR TO AND DURING WORK. CONSTRUCTION ARE SHUT OFF. IMPROVEMENTS TO THE PUBLIC WORKS MALLABLE FENCE 1"CEMENT WASH BUILDING BALL-TOP POST TOP RAIL MIRAFI ENVIROFENCE 1.25"X 1.25"NOM.HARDWOOD STAKES GRADE 8"DIA.SCHEDULE 40 PAINTEDSTL.POST FILLED W/GONG. (MIRAFI 10OX FILTER (PLACED APPROX.8 FEET 0.C.). DEPRESS TRACKING PAD FABRIC NTH 1.25" SURFACE 6 TO 8 INCHES BELOW HARDWOOD POSTS AND ANCHOR FILTREXX SOXX WITH 1" _ C THE SURROUNDING GRADE POLYPROPYLENE NET X 1"HARDWOOD STAKES PLACED 6"MINIMUM DEPTH OF BACKING — INTERMEDIATE RAIL ) AT 6 FEET ON CENTER - "'�-`>�`>�`��ttit�`�` 1-1/2"CRUSHED `o 12"0 COMPOST _ STONE FILLED FILTREXX = BIT.CONC.PAVEMENT BIT.CONC. 12"MINIMUM OF = 2"MESH CHAIN LINK SOXX _ OR FINISHED SURFACE PAVEMENT COMPACTED GRAVEL = FABRIC WITH FILTER EXISTING GRADE _ FILL FABRIC DUST BARRIER GROUND FLOW UNDISTURBE OR ATTACHED SURFACE - D BOTTOM RAIL 1 0 COMPACTED SUBGRADE 1'-6"DIA.CONCRETE FOOTING MOVEABLE CONCRETE NOTE: BASE EXIST GRADE 6 REINFORCING BARS WRAP FILTER ( OVERLAP STAKES&FABRIC # FABRIC UNDER AT ROLL JUNCTIONS 1. LOCATE A CRUSHED STONE TRACKING PAD ON THE SITE PRIOR TO 1'-2"LONG-EACH WAY FILTREXX SOXX VEHICLES ENTERING ONTO PAVED SURFACES. TRACKING PAD WIDTH (4 TOTAL) 1-0 1 SHALL BE 12 FEET,TRACKING PAD LENGTH SHALL BE 50 FEET LONG. - NORTH ANDOVER,MA 17771 2. REPLACE CRUSHED STONE AS NECESSARY TO MAINTAIN AN NOTE:LOCATE THE TEMPORARY FENCE IN CONSULTATION WITH THE OWNER TO EFFECTIVE SEDIMENT TRACKING BARRIER AT THE EXIT(S)FROM THE PROVIDE A SECURE WORK SITE. THE CONTRACTOR SHALL PROVIDE A ORDINARY GRAVEL BACKFILL 2" SITE. SUFFICIENT NUMBER OF GATES WITH SUFFICIENT WIDTH TO PERMIT COMPACTED IN 6"LAYERS UNDISTURBED CONSTRUCTION AND EMERGENCY VEHICLES TO ACCESS THE WORK AREA. COMPACTED SUB BASE PLAN VIEW R@VISIOtIS TYPICAL SILT FENCE AND COMPOST SOXX TYPICAL TEMPORARY CONSTRUCTION/LIMIT OF EROSION CONTROL BARRIER TYPICAL CRUSHED STONE TRACKING PAD WORK FENCE DETAIL TYPICAL STEEL PIPE BOLLARD DETAIL No.Date Description By 1 NOT TO SCALE 4 NOT TO SCALE 7 NOT TO SCALE 1 0 NOT TO SCALE 4000 PSI TYPE IIA AIR ENTRAINED CONCRETE IF SIDEWALK IS PLACED NEXT TO BIT.CONC.PAVEMENT,SEAL 6"x 6"#10 x#10 JOINT NTH ASPHALT EMULSION. ANCHOR FILTREXX SOXX WITH 1" WELDED WIRE MESH IF NEXT TO VERT.GRAN.CURB FACE OF BUILDING X 1"HARDWOOD STAKES PLACED OR BUILDING INSTALL SEALED AT 6 FEET ON CENTER HAY BALES AROUND EXPANSION JOINT. DOWELED EXP.JT.-PROVIDE SEE PLAN FOR WALKWAY WIDTHS PERIMETER OF SUMP SLIPPING SECTION IN EXTERIOR CSS ARCHITECTS INC. <i 6 MIN EQ CONC.PAVEMENT BY COATING 107 Audubon Road BAR WITH TH GREASE PROVIDE Building z,suite soo 12'4 FILTREXX SOXX LANDSCAPED LANDSCAPED 6" 1/2"X 12 DOWELS SET MIN. x x u MIRAFI 140N FILTER FABRIC AREA AREA 6" 2.0'O.C. o @ saronteots.00m Wakefield.MA 01880 I;I 3"-6'UNDER THE STONE ( ) /�/ 12 (MIN)COMPACTED / SIZE VARIES 1 SELECT GRAVEL BASES 1 FLOOR tin E- --I 1� _ _ FCO1 o0�°n00° 2'TO 3' oO�on00° COMPACTED SUBGRADE CONCRETE D<3/8"TO o�0o SUMP 3/8"TO�0 l REMOVE UNSUITABLE MATERIAL& I PAVEMENT ( o 0 0 o REPLACE WITH SELECT GRAVEL iv EXPANSION 2 ° ENGINEERING ROUND t 3/4"STONE D o 3/4"STONE O� �' L I N D E N 12"4 COMPOST FILLED rA 0 ov ov O o 0 00 0 0 0 0 ov ov O o 0 o COMPACTED IN 6"LAYERS I JOINT 1 PARTNERS LLC FILTREXX SOXX ;r oD�oD�oD�oD�oD�oD�oD�oD�0D�oD�oD�oD�o DENSE GRADED CRUSHED STONE MAY BE USED IN THE CONSTRUCTION ) ° COMPACTED y 100 TradeCenter,Suite G700 I o_ OF ALL PAVEMENTS AS A SUBSTITUTION FOR SELECT GRAVEL I 11=11- Woburn,MA 01801-11851 EXISTING GRADE EXISTING GRADE NOTES (�_P— GRAVEL FILL Tel.(781)s33-371 SURFgO : I=III=_III I Fax:(781)287-1277 #e 1. THE CONTRACTOR SHALL INSTALL AN EXPANSION JOINT EVERY 20 FEET ALONG THE I o GRAVEL —III—I COMPACTED UNDISTURBED Email:lep@liodeneng.com SHALLOW ]\�' SIDEWALK AND AT ALL SIDEWALK INTERSECTIONS OR AT THE START OF CURVED SECTIONS TRENCH oa NOTE: AND SHALL INSTALL LATERAL TOOL JOINTS AS REQUIRED(6'-0"MAX.SPACING). THE BACKFILL SUBGRADE 1. USE STONE SEDIMENT SUMP FILTRATION DAM TO FILTER SEDIMENTS ARCHITECT SHALL APPROVE THE JOINT LOCATIONS PRIOR TO THE WALKS AND PADS BEING I of / BUILDING Rlc nRo FROM ANY AND ALL GROUNDWATER PUMPING OPERATIONS. POURED. I'/ FOUNDATION F GEORGE w 2. WALKWAY SLOPE TO MATCH EXISTING OR WHERE NECESSARY. SLOPE NEW WALKS o CUTTS SLOPE AT A MINIMUM OF 1%AND A MAXIMUM OF 4.85%. CROSS SLOPE SHALL BE 1.5% crwu MAXIMUM. 4'-0"TYP. J e 3. ALL CONCRETE SIDEWALKS SHALL HAVE A MEDIUM BROOM FINISH ORIENTED IN THE 9°F9EcrstFOca DIRECTION PERPENDICULAR TO THE DIRECTION OF PEDESTRIAN TRAVEL. TYPICAL FILTREXX SOXX EROSION CONTROL TYPICAL SEDIMENT SUMP/FILTRATION DAM DETAIL TYPICAL CONCRETE WALKWAY DETAIL TYPICAL SIDEWALK AT BUILDING ENTRY DETAIL 2 NOT TO SCALE C NOT TO SCALE Q NOT TO SCALE (( NOT TO SCALE 6"H X 6"W 3 8" o o tint CONCRETE PAVEMENT MEDIUM BROOM FINISH _ 1 t t 1 f 3" I FACE OF BUILDING CRUSHED STONE STRAW BALE 1/2" TOOL JOINT AS SHOWN DIKE(IF PLACED GUTTER 411 It alit GUTTER ON PAVEMENT). lt11 1i111 ELEVATION VARIES,SEE PLAN ttllt ��l�t 1/2"SEALANT,SET 1/8"BELOW MIRAFI 140N FILTER 2"x2"x3' `} SURFACE OF CONC.,20'O.C.MAX 1� WOOD STAKES loll lttl a a :l FABRIC STAKES BACKER ROD / tilt CATCH BASIN Title: (TYP-2 lttl 11111 RIM (III ° ° 1/2"0 x 24"LONG STEEL 3/4"CRUSHED STONE PER BALE) tt0.t hilt DOWEL 11/12"WAXED TUBE METAL EDGING 1 4 x 5" SITE PLAN STRAW BALE lELL-Uoll o 0 0 o ON ONE SIDE-18"O.C.TYP SET FLUSH WTH GRADE- 11�1 SILT SACK o 0 0 o CONSTRUCTION BUTT BALES TIGHTLY CH X 6"W 3 8" r flit o 0 0 0 0 oO 0 0. 1/2"EXPANSION MATERIAL, SEE SPEC. / ilttl 0 0 o oOQOo 0 0 0 O FULL DEPTH OF CONCRETE, 1-6" SEE PLANTING PLAN FOR DETAILS TOGETHER.PLACE IN CRUSHED STONE 'ram o 0 0 oO�o o SEE SPECIFICATION MATERIALS LOCATIONS SHOWN ON DIKE(IF PLACED ANCHOR EACH BALE NTH ~PLAN 0 0�0 0 o FF PLANS. ""1 X 1 HARDWOOD STAKES ON PAVEMENT). � °�Ojo° °�Ojo° o°moo O (2 PER BALE)IF IN SOIL FLOW t/fi AREAS (2)2"x2"x3'STAKES EXISTING 12 12 1 " EXISTING GRADE r 1 2 EXPANSION JOINT �� PER BALE(UNLESS SUBGRADE / �� Scale: AS NOTED := Id IN PAVED AREA) M" I >a f r r CONCRETE PAVEMENT 3" BUILDINGS,FOOTINGS, r ti a r t TOOL JOINT ���> a ° MEDIUM BROOM FINISH AS SHOWN 3 8' FOUNDATIONS,WALLS AND OTHER VERTICAL °i.�y o4 I ( ( Date: 27 MAY,2016 CATCH BASIN GRATE CATCH BASIN e n e SURFACES. SILT SACK AS MANUFACTURED BY ACF o SECTION ENVIRONMENTAL l BOUNDAiON WALL STAKE SEEUILDINGEDSPECS EL Drawn:W.A.J. ELEVATION SECTION NOTES I NOTE:EROSION CONTROL TO BE USED AT ALL EXISTING CATCH BASINS PRIOR 00 o��°O o��° o° NOTES: Checked: WA •EXPANSION JTS SHALL J./R.('+C. NOTE:THE CONTRACTOR SHALL REPLACE BALES AS REWIRED TO INSURE PROPER FUNCTION AS TO PAVING AND THE ESTABLISHMENT OF PERMANENT VEGETATION ON ALL 0 0000 00 00 OCCUR 20'O.C.MAX. 1.INSTALL STONE DRIP STRIP WITH STEEL EDGING IN THE LOCATIONS SHOWN ON THE PLANS. EROSION CONTROL.IF BALES ARE PLACED ON PAVEMENT OMIT STAKES AND PLACE A 6"HIGH X TRIBUTARY AREAS. 0 0 0V 0 00 0 0D 0 0 2.THE COLOR OF THE 3 4"CRUSHED STONE TO BE SELECTED BY THE ARCHITECT AND THE OWNER. 0 0 0 0 TOOL ALL OUTSIDE / 6"WIDE DIKE OF 3/8"CRUSHED STONE ON THE UPSTREAM SIDE TO AID IN TRAPPING SEDIMENTS. 0 000 0 00 EDGES TO MATCH Project No: USE AS NECESSARY AROUND STOCKPILES AND ON PAVED AREAS. o 0 -6cO - -0 TOOLING AT JOINTS STRAW BALE EROSION CHECKS CATCH BASIN INLET EROSION CONTROL CONCRETE WALK JOINT DETAILS TYPICAL STONE DRIP STRIP WITH STEEL EDGING C-6A 3 NOT TO SCALE 6 NOT TO SCALE 9 NOT TO SCALE 12 NOT TO SCALE IMPROVEMENTS TO THE PUBLIC MASSACHUSETTS STANDARD REFLECTI VB GRANITE CURBING WORKS ALUMINUM HANDICAPPED PARKING SIGN. (MDOT-HD M9.04.1) LAWN OR WALKWAY. YYORKS BOLT TO STL.TUBE W/3/8"CADMIUM IF CONCRETE WALKWAY PLATED BOLTS,NUTS,&WASHERS(SIGN 6"CURB REVEAL OR WALL PROVIDE SEALED BUILDING SHALL BE WHITE ON BLUE BACKGROUND). 5 EXPANSION JOINT ALONG SIGNS FOR VAN SPACES TO ALSO INCLUDE 1-2"COURSE TYPE 1-1 BIT.CONC.TOP CURBING MASSDOT MODIFIED CAPE COD BIT.CONC. THE WORD"VAN". 0 1-3"COURSE TYPE 1-1 BIT.CONC.BINDER BERM SET ON SECOND BINDER COURSE 12 6"LOAM&SEED 2"x 2"x.188 GALVANIZED STL SLOPE VARIES 18" 1-2"COURSE TYPE 1-1 BIT.CONC.TOP TUBE EXTEND INTO CONC.FILLED PIPE 2'-0"PROVIDE WELDED LAWN OR � 0 ;,' 2-2"COURSES TYPE I-1 BIT.CONC.BINDER WATERTIGHT CAP(PAINT BLACK) FINISH GRADE AREA Oo��° SELECT GRAVEL OR �C ar°00 .>W xo( r, 1"CEMENT WASH cO PAVEMENT �1DENSE GRADED STONE BASE ov..r�/ o° 7�V�11 6"DIAMETER,SCD.40 12"OF SELECT GRAVEL OR GALVANIZED STEEL POST °�v U oOWo0�o0� .I_/ D�o° SELECT �12"DENSE GRADED STONE BASE— PAINTED °o O�0 YELLOW AND FILLED �� o ° "4' e° o o\ oo"oV o• o 0 SELE 1 0 0 0 0 0 0 0 0 \.� pC�pO� GRAVEL �° • WITH 4000 PSI CONC. ° COMPACTED SUBGRADE 6" C g" O�o� BASE O��n°��.O�60060_OCc '60N GSELECT RAVEL 0 0 0 0 0 0 o BACKFILL CURBING WITH COMPACTED D 4"MINIMUM OF CONCRETE \/\/\/ SUBGRADE J \\\\\< BASE SIDEWALK OR LANDSCAPED AREA v 2'-0" (CONCRETE STRENGTH= 2'-0" 6"OF SELECT GRAVEL UNDISTURBED OR 3000 PSI @ 28 DAYS.) COMPACTED SUBGRADE V-6"DIA.CONCRETE FOOTING 1'-0 REMOVE UNSUITABLE MATERIAL& PLACE GRAVEL PRIOR TO REPLACE WITH SELECT GRAVEL SETTING OF CURB REMOVE UNSUITABLE MATERIAL& o REPLACE WITH SELECT GRAVEL 2'-0" COMPACTED IN 6"LAYERS COMPACTED IN 6"LAYERS NORTH ANDOVER,MA 6 REINFORCING BARS V-2" **USE TYPICAL PAVEMENT(5")FOR **USE HEAVY DUTY PAVEMENT(6")FOR -D ALL BASE BID WORK ALL BID ALTERNATE WORK ORDINARY GRAVEL BACKFILL 1�7UNDISTURBED Revisions COMPACTED IN 6"LAYERS COMPACTED SUB BASE 2" TYPICAL PAVEMENT AND TYPICAL HEAVY DUTY PAVEMENT AND TYPICAL HANDICAPPED PARKING SIGN TYPICAL GRAVEL SURFACING VERTICAL GRANITE CURB DETAIL BITUMINOUS CONCRETE BERM DETAIL No.Date Description By L NOT TO SCALE 4 NOT TO SCALE 7 NOT TO SCALE 1 0 NOT TO SCALE REFLECTIVE ALUMINUM NO PARKING SIGN. BOLT TO STL.TUBE W/3/8"CADMIUM FINISH GRADE NOTE: PLATED BOLTS,NUTS,&WASHERS(SIGN EXISTING EDGE OF PAVEMENT FINISH GRADE SHALL BE RED LETTERING WHITE ON WHITE ALONG THE TRENCH PATCH 4"OF PINE BARK MULCH SHALL BE SAW CUT AND \\�\\�\\�\\� \\�\\�\\�\\� BACKGROUND. r i COATED WITH EMULSIFIED CLEARANCE 4" ASPHALT BEFORE NEW MIN.,15"MAX. 2"x 2"x.188 GALVANIZED STL � 6"OF LOAM PAVEMENT IS PLACED(SEE CSS ARCHITECTS INC. TUBE EXTEND INTO GALVANIZED FILLED MATERIAL SPECS.) PREPARED/COMPACTED BACKILL TRENCH PATCH= ®©©B Audubon Road e 300 PIPE 2'-0-PROVIDE WELDED WATERTIGHT CAP(PAINT BLACK) OR SUBGRADE SAW CUT TRENCH WIDTH Bus@ ssaZenceuSuilt.uem Wakefield.MA 01880 EXIST.PAVEMENT +4 FEET 1 4 O.C.E.W. BARS I CONC.ENCASEMENT e BARK MULCH AREAS 1z"O.C.E.W.REQUIRED IF 6'DIAMETER,SCD.40 1"CEMENT WASH EXIST.TOP COURSE 2"TYPE 1-1 SAW CUT CLEARANCE BETWEEN PIPES j2" 12„ NOT REQUIRED IF GALVANIZED STEEL POST '0 EXIST.BINDER i CLEAR DISTANCE PAINTED YELLOW AND FILLED EXIST.PAVEMENT IS LESS THAN 9" BIT.CONC.TOP ,% BETWEEN PIPES IS WITH 4000 PSI CONC. �1 j + GREATER THAN 15" FINIS�SE SGRAEEDED SURFACE j. 12"OF DENSE GRADEDINVERT OF PIPE io CRUSHED STONE SUPPORT PIPE ON �j. N z ENGINEERING SIDEWALK OR LANDSCAPED AREA v 3"BIT.CONC.BINDER / CONCRETE BLOCK OR OLINDEN A. BRICK WHEN PLACING PARTNERS G700 \\\ TRENCH ��/ ENCASEMENT �./ /'/ 100 burn, A 01 Suite 51 6"OF LOAM Woburn,MA 01 801-1 851 1'-6"DIA.CONCRETE FOOTING 1'-0" 2' WIDTH 2' 3,000 PSI CONCRETE Tel: -3711 / NORMAL TRENCH BOTTOM TO BE PLACED .Fax:7 7- 77 TRENCH \�' Eail:lep@liodeneng.com o PREPARED COMPACTED BACKILL \ BACKFILL / AGAINST UNDISTURBED 2-0" R NOTE:PIPE MUST BE BRACED EARTH OR SHEETING OR SUBGRADE F THE SHEETING IS of 6 REINFORCING BARS 1'-2" / VERTICALLY&HORIZONTALLY TO "Nss LONG X PREVENT FLOATATION DURING 9 1'-0" LOAM&SEED AREAS \ TO REMAIN IN PLACE. F Rlc RGE H ,PIPE OR CONDUIT PLACEMENT OF CONC. o c�°Trs " No z�x y ORDINARY GRAVEL BACKFILL 90 9Ecrsr�Ga UNDISTURBED FSS�°N COMPACTED IN 6"LAYERS COMPACTED SUB BASE 2" TYPICAL RESTORATION SECTION FOR ALL TYPICAL CONCRETE ENCASEMENT DETAIL AT oil� TYPICAL NO PARKING SIGN NON-PAVED DISTURBED AREAS TYPICAL PAVEMENT PATCH OVER TRENCH PIPE OR CONDUIT CROSSINGS 2 NOT TO SCALE C NOT TO SCALE 8 NOT TO SCALE 11 NOT TO SCALE MAHNOLE FRAME&COVER RIM TO BE SET IN FULL BIT.CONC.PVMT. BED OF MORTAR 12" 4000 PSI AIR ENTRAINED 1 CONCRETE COLLAR C + C 12" 12" SIGN POST CURB CURB 4000 PSI AIR FINISH GRADE ENTRAINED CONCRETE 12" 12" 4000 PSI AIR D 1" D Title: COLLAR ++++++++ +++++++ ENTRAINED CONCRETE ++++++++++ ++++ ++++++ +++++++++++++++++ COLLAR+ SITE A A ++++ +++++++++++ +++++++++++ PLAN PLAN CONSTRUCTION NEW RIM OR REUSE BASE COURSE DETAILS EXISTING RIM WHERE MORTARED BRICK(1 APPLICABLE COURSE MIN.,4 COURSES ADJUST RIMS TO PROPOSED FINISH GRADE BIT.CONC.PVMT. MAX.-IF MORE REQ., FRONT ELEVATION USING GRADE RINGS IF NECESSARY 12" BARREL BLOCK&BRICK OR PRECAST RISER SLABS SHALL BE USED) 12"CONCRETE COLLAR BIT.CONC,OR CONC. RIM TO BE SET 9" o°o° 12„ IF NOT AT CURB Scale: AS NOTED IN FULL BED ° SELECT GRAVEL CURB CURB OF MORTAR ° °°°° BASE COURSE 9" 12 1.2 9" 9" A2" 12 9" FOOT PSI CONC. MORTARED BRICK TO ° ° NOTE:ALL RIMS TO BE EDDYING Date: 27 MAY,2016 ADJUST RIM TO GRADE RAISED TO FINISH GRADE 4000 PSI AIR 4000 PSI AIR ENTRAINED CONCRETE (1 BRICK MIN.,6 BRICK ENTRAINED CONCRETE AFTER BINDER COURSE OR ❑❑ MAX.-IF MORE REQ., SECTION A-A LEVELING COURSE PVMT. COLLAR BARREL BLOCK&BRICK COLLAR HAS BEEN PLACED gg 12"° SECTION C-C SECTION D-D Drawn:W.A.J. UNDISTURBED OR OR PRECAST RISER SLABS 12"', 4000 PSI AIR ROUND SQUARE COMPACTED SUBGRADE SHALL BE USED) ENTRAINED CONCRETE l41 12 COLLAR NOTE:ALL GATE BOXES TO BE RAISED TO FINISH Checked: WAVtG.0 12 DIA. NOTE:ALL RIMS TO BE RAISED TO FINISH GRADE AFTER BINDER COURSE OR LEVELING COURSE 24" GRADE AFTER BINDER COURSE OR LEVELING COURSE PVMT HAS BEEN PLACED. Project No: PVMT.HAS BEEN PLACED PLAN TYPICAL MANHOLE FRAME TYPICAL SIGN POST BASE SETTING DETAIL &COVER SETTING DETAIL TYPICAL CATCH BASIN FRAME&COVER SETTING DETAIL TYPICAL GASMATER/SEWER GATE BOX SETTING DETAIL C-6B 3 NOT TO SCALE 6 NOT TO SCALE 9 NOT TO SCALE 1 2 NOT TO SCALE IMPROVEMENTS LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING TO THE PUBLIC AREAS,DRIVEWAYS,WALKWAYS AREAS,DRIVEWAYS,WALKWAYS AREAS,DRIVEWAYS,WALKWAYS 4 FLANGE CAST IRON FRAME MIN.COVER=5 FT. FINISH GRADE MIN.COVER=5 FT. FINISH GRADE MIN.COVER=2.0 FT. INISH GRADE p� F FINISH GRADE AND COVER WORKS TO TOP OF PIPE- BIT.CONIC. �/�/ BIT.CONIC.PVMT.OR PATCH TO TOP OF PIPE- BIT.CONIC.PVMT.OR PATCH TO TOP OF PIPE- BIT.CONIC.PVMT.OR PATCH DEEPER INSTALLATION SELECT DEEPER INSTALLATION SELECT DEEPER INSTALLATION SELECT BUILDING ia� GRAVEL BASE (SEE MATERIAL SPECS.) GRAVEL BASE GRAVEL BASE MORTAR(TYP.) :.�� BASE MAY BE REQUIRED IF MAY BE REQUIRED IF MAY BE REQUIRED IF CROSSING DRAIN LINES. CROSSING DRAIN LINES. 0. 0 0 00 0 0 0 (SEE MAT. CROSSING DRAIN LINES.' \ COURSE WARNING TAPE Ro Ro Ro R R SPECS.) MINIMUM CLEARANCE PRECAST CONCRETE FLAT MINIMUM CLEARANCE MINIMUM CLEARANCE o 0 0 0 0 BETWEEN PIPES 12" \ ,—COMPACT IN 12" BETWEEN PIPES 12" o 0 0 0 o CONIC.COLLAR(SEE RIM WARNING TAPE SLAB OR DOME SECTION SETTING DETAIL) IN ALL CASES. LOAM&SEED LAYERS TO 95% IN ALL CASES. \'LOAM&SEED TRACER YORE&WARNING TAPE BETWEENALL CASESS 12 LOAM&SEED COMPACT IN 12" _ ° \I- LAYERS TO 95% SHEETING IF REQUIRED) ` BUTYL ROPE ADJUST TO FINISH ` BAC (SEE MAT.SPECS) ',,—COMPACT IN 12' -� LAYERS TO 95% SHEETING(IF REQUIRED)i / MAXIMUM DENSITY; GASKET(TYP.) w GRADE W/COURSES OF MAXIMUM DENSITY; SUITABLE 90%MAXIMUM SHEETING(IF REQUIRED) SUITABLE ( SUITABLE 5"MIN. m= MORTARED BRICK(1 TO BE CUT OFF AND DENSITY LAWNS& TO BE CUT OFF AND BACKFILL MAXIMUM DENSITY; TO BE CUT OFF AND BACKFILL 90%MAXIMUM a M LEFT IN PLACE A MAX. CROSS COUNTRY LEFT IN PLACE A MAX. 90%MAXIMUM LEFT IN PLACE A MAX. DENSITY LAWNS& PRECAST CONCRETE w COURSES MIN.,4 MATERIAL-\ MATERIAL\ MATERIAL > COURSES MAX.)OF 3 FT.BELOW OF 3 FT.BELOW DENSITY LAWNS& OF 3 FT.BELOW CROSS COUNTRY RISER SECTION(TYP.) FINISH GRADE OR _ -CLDI WATER FINISH GRADE OR 4 CROSS COUNTRY FINISH GRADE OR _ _,Cl,CLDI,HDPE OR SECTIONS VARY FROM 4'-0"0 MIN.SINGLE j T CONIC.DRAIN PIPE 1'TO 4' 6'-0"0 MIN.DOUBLE OR QUAD 1.5 FT.ABOVE TOP PIPE 1.5 FT.ABOVE TOP -TYPE K COPPER 1.5 FT.ABOVE TOP OF PIPE(WHICH OF PIPE(WHICH WATER PIPE SEE OF PIPE(WHICH CATCH BASIN HOOD. PROVIDE MTW MTW ( MTW OPENING EVER IS HIGHER) 12"M4N• EVER IS HIGHER) 12'MIN, MATERIAL SPECS.) EVER IS HIGHER) 12"MIN,.. HOODS REQUIRED ON ALL \` MORTAR(TYP.) COMPACTED COMPACTED COMPACTED CATCH BASINS COMPACT IN COMPACT IN COMPACT IN / MEDIUM SAND MEDIUM SAND SELECT GRAVEL DI A. 6"LAYERS sd 6"LAYERS �� 6"LAYERS 4 MANHOLE STEPS OUTLET rOUTSIDETO 95%MAX. ^ 4 TO 95%MAX. 0 \ (MEDIUM SAND IF OF PIPE+2" ti 4 (IF DEPTH>10 FT.) WHERE NECESSARY + DENSITY WHERE NECESSARY + DENSITY WHERE NECESSARY 4 Cl OR CLDI)TO CLEARANCE UNSUITABLE UNSUITABLE \ 8„ (SEE MAT.SPECS.) UNSUITABLE 95%MAX.DENSITY PRECAST CONCRETE v MATERIAL TO BE /y. MATERIAL TO BE Zf/�" MATERIAL TO BE L//N BASE SECTION FACE OF PIPE FLUSH W WALL REMOVED& MID DIAMETER REMOVED& / LMID DIAMETER REMOVED& MID DIAMETER / REPLACED WITH 12".MIN. REPLACED WITH 12'MIN. \ REPLACED WITH 12"MIN. _\ LO UNSUITABLE SELECT GRAVEL. COMP. NONWOVEN SELECT GRAVEL. -- COMP. NONWOVEN SELECT GRAVEL. -� COMP. NONWOVEN 12" NORTH ANDOVER,MA SUBBASE ENGINEERING MIN. MATERIAL TO PLACED IN 6" / / PLACED IN 6" / / / i,, SUBBASE ENGINEERING SUBBASE ENGINEERING } PLACED IN 6" } /i,i/, 1BE REMOVED LAYERS AND 1 EARTH LEDGE FABRIC(IF LAYERS AND EARTH LEDGE FABRIC(IF LAYERS AND j EARTH LEDGE FABRIC(IF 1 12"MIN.COMPACTED AND REPLACED REQUIRED)FOR REQUIRED)FOR REQUIRED)FOR SELECT GRAVEL W SELECT COMPACTED TO COMPACTED TO COMPACTED TO MTW=MAXIMUM TRENCH WIDTH TO 12" STRUCTURAL MTW=MAXIMUM TRENCH WIDTH TO 12" STRUCTURAL MTW=MAXIMUM TRENCH WIDTH TO 12" STRUCTURAL / 95%MAX. 95%MAX. 95%MAX. 1. GRAVEL COMPACTED DENSITY ABOVE PIPE.MTW=PIPE DIAM.+2FT.MAX. SUPPORT OF PIPE. DENSITY ABOVE PIPE.MTW=PIPE DIAM.+2FT.MAX. SUPPORT OF PIPE, DENSITY ABOVE PIPE.MTW=PIPE DIAM.+2FT.MAX.SUPPORT OF PIPE. COMPACTED SUBBASE IN 6"LAYERS R@VISIOtIS TYPICAL TRENCH DETAIL FOR C.L.D.I.WATER PIPE TYPICAL TRENCH DETAIL FOR WATER SERVICE PIPE TYPICAL TRENCH DETAIL FOR DRAIN PIPE TYPICAL CATCH BASIN DETAIL No.Date Description By 1�L NOT TO SCALE 4 NOT TO SCALE 7 NOT TO SCALE 1 O NOT TO SCALE ANCHOR ALL 1/16,1/8,& WATER PIPE SHORT PIECE STC 900 Precast Concrete Stormceptor® DOUBLE CATCH BASIN FRAME AND 1/4 BENDS OF B&S PIPE NEW VALVE BOX GALVANIZED STEEL (SET FLUSH WITH (900 U.S.Gallon Capacity) GRATES,CATALOG#OMA544000002 6'-0°PRECAST STRAPS FINISH GRADE) SEDIMENT CAPACITY=89 CU.FT. 24"0Outlet -5448Z 4 FLANGE FRAME AND 2 MANHOLE HYDROCARBON CAPACITY=251 GALLONS Pip if OMA552000075-5520M5 °� '0 orifice (MATES AS MANUFACTURED BY MECHANICAL Sto inceptor EAST JORDAN IRON WORKS, ' F JOINT(TYP.) I'mm"MCover ate BROCKTON MA 2302 Gradeished erade 2-3 ANGE CSS ARCHITECTS INC. HORIZONTAL BEND PLUG SuitFlnlshedGrade VOLUME OFR MSCH BASIN <� 107 Audubon Road PLUG CONCRETE AS 8" 610OiI ®©©Wake rig z salts soo GALVANIZED < a " PortWakefield.MA 01880 STEEL DETERMINED ess@cssarcn tects.corr, d Irdef Oetlet BY ENGINEER 72„Q STRAPS ii MECHANICAL (TYP.) JOINT(TYP.) 2'-1" 2'-1" MECHANICAL 7 Varies Stormceptor® ff JOINT(TYP.) '' #4 STEEL rise Outlet 1'-0" TEE `REINFORCING Inlet Access opening Port + GALVANIZED # Weir (See note#2. Po STEEL wr 3 TIES Plan View ENGINEERING 6"O;:^ Orifice OLINDEN PARTNERS LLC STRAPS NEW 2"MUELLER Plate NOTES: 6'-0"INSIDE 100 TradeCenter,Suite G700 ANCHOR ALL 1/16,1/8,& 1.THE USE OF FLEXIBLE CONNECTION IS Woburn,MA 01 801-1 851 1/4 BENDS DI SADDLE NEW 2"TYPE K NEW 2"TYPE K 55" RECOMMENDED AT THE INLET AND OUTLET DIAMETER Tel:(781)933-3711 NEW 8"CLDI COPPER TUBING COPPER TUBING Min. Drop Tee WHERE APPLICABLE. CONCRETE Fax:(781)287-1277 NOTES: VERTICAL BEND WATER MAIN Inlet Pipe 24"O Drop 2.THE COVER SHOULD BE POSITIONED OVER OPENING Email:lep@lindeneng.com NEW 2"MUELLER p THE OUTLET DROP PIPE AND THE OIL PORT. " 1.)ANCHOR ALL PRESSURE PIPES,CROSSES,TEES,HORIZONTAL BENDS, CURB STOP Outlet Pipe 3.THE STORMCEPTOR SYSTEM IS PROTECTED 2'-0"X 4'-2 FLAT SLAB VERTICAL BENDS,&DEAD ENDS. BY ONE OR MORE OF THE FOLLOWING U.S. of 2.)PLACE CONCRETE AGAINST UNDISTURBED EARTH OR SHEETING PATENTS:#4985148,5498331,#5725760, NOTE: COVER " # RICHARO IF SHEETING IS TO REMAIN IN PLACE. 8" #5753115,#5849181,#6068765,#6371690. F GEORGE G 44 STC-900 SHALL BEE AS MANUFACTURED BY SEE TYPICAL CATCH o cur s 3.)CONCRETE DIMENSIONS DETERMINED BY ENGINEER IN FIELD-MINIMUM } Section Thru Chamber RINSER MATERIALS,CONCRETE PIPE DIVISION. BASIN DETAIL FOR PLAN y BEARING AREA 9 SQ.FT. NEW 2"MUELLER TO BUILDING CONTACT A CONCRETE PIPE DIVISION SEE TYPICAL CATCH BASIN FOR BEDDING OF STC-900 ADDITIONAL INFORMATION. 90 9Fcrsr��a`` 4. MINIMUM CONCRETE STRENGTH=3,000 psi @ 28 DAYS. CORPORATION COCK REPRESENTATIVE FOR FURTHER DETAILS NOT F33/OP c P (12"OF COMPACTED SELECT GRAVEL)AND REMOVAL OF LISTED ON THIS DRAWING. 5.)ALL FITTINGS SHALL BE RESTRAINED. UNSUITABLE MATERIAL. TYPICAL ANCHORAGE DETAILS TYPICAL WATER SERVICE CONNECTION DETAIL TYPICAL STORMCEPTOR STC-900 TYPICAL DOUBLE CATCH BASIN 2 NOT TO SCALE C NOT TO SCALE Q NOT TO SCALE 11 NOT TO SCALE CB-DBL. LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING CENTER OF HYDRANT HYDRANT(TO BE AREAS,DRIVEWAYS,WALKWAYS PAINT CITY HYDRANTS PER THE TOWN MIN.COVER=3.0 FT. FINISH GRADE FILTER FABRIC TO BE PLACED 3'-O" PROVIDED BY THE TOWN OF NORTH ANDOVER STANDARDS. TO TOP OF PIPE- BIT.CONIC.PVMT.OR PATCH FINISH GRADE FINISH GRADE OFF THE EDGE A OF NORTH ANDOVER PUBLIC DEEPER INSTALLATION SELECT COVER TO READ"WATER" PAVEMENT OR FACE OF DEPARTMENT OF PUBLIC MAY BE REQUIRED IFla� GRAVEL BASE 6'LOAM ffi SEED 6'LOAM ffi SEED CURBING WORKS) SET COVER AT FIN.GRADE CROSSING DRAIN LINES. MACHINE PLACED RIP RAP MINIMUM CLEARANCE (SEE MAT.SPECS.) Title: TWO(2)PIECE BETWEEN PIPES 12" \ WARNING TAPE - VALVE BOX N rFIN.GRADE IN ALL CASES. LOAM&SEED /-COMPACT IN 12" m /O O SITE 1 / LAYERS TO 95% 6"MECH.JOINT GATE /�\\����\\/� //HYDRANT RAIN TO BE CUT OFF AND \-SUITABLE MAXIMUM DENSITY; CONSTRUCTION � � SHEETING IF REQUIRED) zL BACKFILL 90%MAXIMUM o 0 0°o° DETAILS VALVE&BOX(UL& g RING LEFT IN PLACE A MAX. DENSITY LAWNS& ° FM APPROVED = MATERIAL-\ Opp°o o° OF 3 FT.BELOW CROSS COUNTRY 3/4"CRUSHED FINISH GRADE OR -CI,CLDI OR PYC °off°o°0 0 0 ©°po°po°po°o STONE TO AT cy�o��cy°��o oCy°�5�Cy°���Cy°��� ��n°0 0 1.5 FT.ABOVE TOP SEWER PIPE I o-Vo-V o Vo Vo Vo�o LEAST 6"ABOVE o 0 0 0 0 0 © o 0 0 0 0 HYD.DRAIN OF PIPE(WHICH MTW EVER IS HIGHER) 12"MIN. FILTER FABRIC (UNDER,OVER&AROUND CRUSHED STONE) UNDISTURBED OR CONC.THRUST COMPACT IN COMPACTED Scale: AS NOTED i` 6"OF 1-1/2"CRUSHED STONE COMPACTED SUBGRADE BLOCK 6"LAYERS a' SELECT GRAVEL (MEDIUM SAND IF�/ WHERE NECESSARY + ) Date: 27 MAY,20% PIT 2'-6"DIA. q Cl OR CLDI TO 6"C.L.D.I. UNSUITABLE 8•:. 95%MAX.DENSITY x3'DEEP BELOW MATERIAL TO BE L//�' C.L.D.I.WATER MAIN WITH HYD.DRAIN GALV.STEEL REMOVED& LMID DIAMETER MECHANICAL JOINT TEE PLACE HYD.ON Drawn:W.A.J. STRAPS REPLACED WITH 12 MIN. PLACE CONCRETE AGAINST FLAT STONE SELECT GRAVEL. COMP. NONWOVEN UNDISTURBED EARTH OR SUBBASE ENGINEERING PLACED IN 6" FABRIC Checked: WAVtG.C.SECURE HYDRANT TO SHEETING IF SHEETING IS SCREENED LAYERS AND�TO_ � EARTH LEDGE REQUIREDI)FOR GATE VALVE&GATE TO REMAIN IN PLACE. GRAVEL COMPACTEDVALVE TO MAIN W/ (SEE ANCHORAGE DETAIL) 95%MAX. MTW=MAXIMUM TRENCH WIDTH TO 12" STRUCTURAL RESTRAINING RODS DENSITY BOVE PIPE.MTW=PIPE DIAM.+2FT.MAX. SUPPORT OF PIPE. Project No: TYPICAL FIRE HYDRANT DETAIL TYPICAL TRENCH DETAIL FOR GRAVITY SEWER PIPE TYPICAL STONE RIPRAP APRON DETAIL C-6C 3 NOT TO SCALE 6 NOT TO SCALE 9 NOT TO SCALE 12 IMPROVEMENTS LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING TO THE PUBLIC AREAS,DRIVEWAYS,WALKWAYS WORKS MIN.COVER 3 FT.FOR SERVICE LINES FINISH GRADE 4000 PSI TYPE IIA AIR BUILDING 3 FT.FOR GAS MAINS IN ROADS BIT.CONIC.PVMT.OR PATCH SELECT IF PAD IS PLACED NEXT TO BIT. DEEPER INSTALLATION GRAVEL BASE ENTRAINED CONCRETE CONIC.PAVEMENT,SEAL JOINT MAY BE REQUIRED IF COURSE #4 BARS @ WITH ASPHALT EMULSION.IF NEXT DRIP LINE TRACER WIRE& TO VERT.GRAN.CURB OR CROSSING DRAIN LINES. TC=SEE PLAN 12"O.C.E.W. PAVERS INSTALL FLEXIBLE OF CANOPY, MINIMUM CLEARANCE WARNING TAPE EXPANSION JOINT. TYP. BETWEEN PIPES IS 1Z \ /COMPACT IN 12" SEE GAS COMPANY FOR PAD DIMENSIONS IN ALL CASES. 'LAM&SEED LAYERS TO 95% FG=SEE PLAN FG=SEE PLAN MAXIMUM DENSITY; SHEETING(IF REQUIRED) -SUI BLE 90%MAXIMUM t 2a•4 RED WOOD LATH SNOW FENCE TO BE CUT OFF AND BACKFILL DENSITY LAWNS& 3' STAKED 5'-0"O.C.WITH PRESSED LEFT IN PLACE A MAX. MATERIAL \ CROSS COUNTRY LANDSCAPED E LANAREAPED METAL DRIVE STAKES. FINISH 3 FT.BELOW HAND EXCAVATE WITHIN THIS ZONE. FINISH GRADE OR _ GAS PIPE(SUPPLIED i/� / 12"(MIN.)COMPACTED / / / ELEVATION REMOVE ONLY UPON APPROVAL OF 1 FT.ABOVE TOP AND INSTALLED BY 1 SELECT GRAVEL BASE f �1 LANDSCAPE ARCHITECT. OF PIPE(WHICH M GAS COMPANY) EVER IS HIGHER) 6"MIN, DO NOT STORE ANY MACHINERY OR COMPACT IN j COMPACTED COMPACTED SUBGRADE MATERIALS WITHIN AREA OF THE 6"LAYERS sd MEDIUM SAND REMOVE UNSUITABLE MATERIAL& SNOW FENCE. / TO 95%MAX. REPLACE WITH SELECT GRAVEL + 4" DENSITY COMPACTED IN 6"LAYERS UNSUITABLE 8 MIN. DRIP LINE MATERIAL TO BE DENSE GRADED CRUSHED STONE MAY BE USED IN THE CONSTRUCTION OF CANOPY, REMOVED& MID DIAMETER OF THE CONCRETE PADS AS A SUBSTITUTION FOR SELECT GRAVEL TYP.OR AS TREE REPLACED WITH 6"MIN. NECESSARY NORTH ANDOVER,MA SELECT GRAVEL. IN FIELD. WOOD LATH SNOW FENCE NOTE: SLOPE PAD AT A MINIMUM OF 1%OR AS SHOWN ON THE PLANS. PLACED IN 6" / / � AT DRIP LAYERS AND EARTH LEDGE FINISH PAD WITH A SMOOTH FLOAT FINISH. LINE OF TREE COMPACTED TO 95%MAX. =MAXIMUM TRENCH WIDTH TO 12" DENSITY ABOVE PIPE.MTW-PIPE DIAM.+2FT.MAX. PLAN Revisions TYPICAL TRENCH DETAIL FOR GAS PIPE TYPICAL CONCRETE PAD FOR GAS METERS TYPICAL TREE PROTECTION FENCING No.Date Description By 1 NOT TO SCALE 4 NOT TO SCALE 7 NOT TO SCALE LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING AREAS,DRIVEWAYS,WALKWAYS r FINISH GRADE 12" 6" CONCRETE SLAB MIN.COVER=36" BIT.CONC.PVMT.OR PATCH 3-(TYP)� 2" DEEPER INSTALLATION BASE COURSE I I c MAY BE REQUIRED IF I s"�T-��-T-ram-IB t2" � x 6",#10 x#10 m CROSSING DRAIN LINES. I I L-- - -��-1 6" W.W.F. o TRACER WIRE&WARNING TAPE I I -I 3"(P) 7'0"WIDE AT ONE END AND 7'5-1 2"WIDE AT THE OTHER END z�w CSS ARCHITECTS INC. MINIMUM CLEARANCE I I ( I_I I_ � " c�,� '\ COMPACT IN 12" I I ( T REII4FORCING TYP ¢v BETWEEN PIPES IS 12" fi---- LAYERS TO 95% (TYP) 3" 14'0"LONG 3" N ALL CASES. 'LOAM&SEED MAXIMUM DENSITY; 1 LL- ��-1 10 Audubon Road -� f/ 90%MAXIMUM 164" I 1 ~ I I I #5 BARS(➢12"O.C.EACH WAY N ®©©Building 2,Suite soo SHEETING IF REQUIRED i �- DENSITY LAWNS& 1-L-SECONDARY--- TO TELEPHONE -LEVEI- Z Wakefield.MA 01880 ( ) SUITABLE I C-1- 3" TO BE CUT OFF AND CROSS COUNTRY A PRIMARY A COMPANY F oss@°scaroncoots.00m BACKFILL MINIMUM 2 FOOT SEPARATION I I T I 15" GROUND LEFT IN PLACE A MAX. MATERIAL I2} ��- 6" a . 6° OF 3 FT.BELOW -\ TO OTHER PIPES&CONDUITS 1 `i I-2 TYP \\ice ® FINISH GRADE OR CONDUITS IN 4000 P.S.I. I s" L Z S -1 J s" 30" 4000 PSI TYPE II AIR ENTRAINED CONCRETE 1 FT.ABOVE TOP CONCRETE(4"MIN.CONC. 1- T GROUND GRID, f OF PIPE(WHICH ON TOP,BOTTOM,SIDES I i 6•• I I�1 0 COPPER 3"J i _ _ L 3^ MTW 12 s" 15" 22" #I EVER IS HIGHER) 6"MIN. &BETWEEN)SEE ELEC. I BARE SOFT 12^ �SELECT GRAVEL BASE MOISTURE BARRIER DWGS FOR SIZE,TYPE AND I g1 24" DTRRAAND 7 1 COMPACT IN NUMBER OF CONDUITS GROUND ROD - - !� ENGINEERING 6"LAYERS ° ° ° (n'P)� ELECTRICAL 10LINDEN PARTNERS LLC COMPACTED ®---------------T CONDUCT MEDIUM 100 TradeCenter,Suite G700 SAND TO FRONT ACCESS Woburn,MA 01 801-1 851 UNSUITABLE 95%MAX.DENSITY NOTES: Tel:(781)933-3711 a CONCRETE SLAB MATERIAL TO BE 0 GROUND CLAMP I1" �� CONSULT SHOP DRAWINGS�EMERGENCY GENERATOR FOR ANCHOR BOLT SIZE,NUMBER OF BATS AND BOLT LOCATIONS. Fax:(781)287-1277 REMOVED& 10� MID DIAMETER 1 CONSULT SHOP DRAWINGS OF EMERGENCY GENERATOR AND ELECTRICAL DRAWINGS FOR CONDUCT SIZE AND LOCATION. Email:lep@lindeneng.com REPLACED WITH 6"MIN. 4" NATIONAL GRID CENTER EMERGENCY GENERATOR ON THE 14'0"LENGTH OF THE PAD AND 12"FROM THE BUILDING SIDE OF THE CONCRETE PAD. �.=^. SELECT GRAVEL. PULL WIRES 2 m 15kV of PLACED IN 6" } i. USE LONG SWEEPS TRANSFORMER RIc nRo LAYERS AND 1 EARTH LEDGE OR 1 16&1 32 t2 SAND F GEORGE 9m PAD DETAIL �Bns COMPACTED TO� BENDS EXCEPT FOR 95%MAX. / MTW=MAXIMUM TRENCH WIDTH TO 12" 3 FT.RADIUS BENDS GRAVEL(75-500W) 90 y Is DENSITY-/ ABOVE PIPE.MTW=PIPE DIAM.+2FT.MAX. ®RISER POLE SECTION A-A TYPICAL CONCRETE PAD FOR FS3/ON G TYPICAL ELECTRICAL DUCT BANK TYPICAL TRANSFORMER PAD DETAIL EMERGENCY GENERATOR 2 NOT TO SCALE C NOT TO SCALE NOT TO SCALE LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING LANDSCAPED AREAS ROADS,ROAD SHOULDERS,PARKING AREAS,DRIVEWAYS,WALKWAYS AREAS,DRIVEWAYS,WALKWAYS MIN.COVER=2 FT.IN ROADS,2.5 F.IN FINISH GRADE MIN.COVER=2'-6" FINISH GRADE SIDEWALKS AND LANDSCAPED AREAS BIT.CONC.PVMT.OR PATCH TO TOP OF PIPE- BIT.CONC.PVMT.OR PATCH DEEPER INSTALLATION BASE COURSE DEEPER INSTALLATION BASE COURSE MAY BE REQUIRED IF MAY BE REQUIRED IF u CROSSING DRAIN LINES. CROSSING DRAIN LINES. MINIMUM CLEARANCE TRACER WIRE&WARNING TAPE MINIMUM CLEARANCE TRACER WIRE&WARNING TAPE COMPACT IN 12" Title: BETWEEN PIPES IS 12' \ BETWEEN PIPES IS 12" \ COMPACT IN 12' LAYERS TO 95% IN ALL CASES. L AM&SEED MAXIMUM DENSITY; IN ALL CASES. LOAM&SEED LAYERS TO 95% SITE -� / 90%MAXIMUM / MAXIMUM DENSITY; SHEETING(IF REQUIRED),, �-SUITABLE DENSITY LAWNS& SHEETING(IF REQUIRED) �-SUITABLE CONSTRUCTION TO BE CUT OFF AND CROSS COUNTRY TO BE CUT OFF AND BACKFILL MINIMUM 2 FOOT SEPARATIONACKFILL CONDUITS IN 4000 P.S.I. DETAILS LEFT IN PLACE A MAX. LEFT IN PLACE A MAXMAX. OF 3 FT.BELOW MATERIAL- TO OTHER PIPES&CONDUITS OF 3 FT.BELOW MATERIAL- CONCRETE(4°MIN.CONIC. FINISH GRADE OR _ CONDUITS IN 4000 P.S.I. FINISH GRADE OR ON TOP,BOTTOM,SIDES (4"MIN.CONIC. 1 FT.ABOVE TOP &BETWEEN)SEE ELEC. 1 FT.ABOVE TOP CONCRETE �/� �DWGS FOR SIZE,TYPE AND OF PIPE(WHICH MTW ;ON TOP,BOTTOM,SIDES OF PIPE(WHICH MTW NUMBER OF CONDUITS EVER IS HIGHER) 6"MIN. &BETWEEN)SEE ELEC. EVER IS HIGHER) 6"MIN. DWGS FOR SIZE,TYPE AND COMPACT IN NUMBER OF CONDUITS COMPACT IN COMPACTED Scale: AS NOTED 6"LAYERS ° ° ° COMPACTED SELECT 6"LAYERS MEDIUM SAND TO 95%MAX. Date: v MAY,2016 T/FA SP GRAVEL TP 95% DENSITY UNSUITABLE a MAX.DENSITY g�7� MATERIAL TO BE REMOVED& MID DIAMETER UNSUITABLE MATERIAL TO MID DIAMETER BE REMOVED& REPLACED WITH 6"MIN. 6"MIN. SELECT GRAVEL. / PULL WIRES REPLACED WITH SELECT / PULL WIRES USE LONG Drawn:W.A.J. PLACED IN 6" i i USE LONG SWEEPS GRAVEL.PLACED IN 6" / SWEEPS OR 1/16&1/32 LAYERS AND 1 EARTH LEDGE LAYERS AND COMPACTED EARTH /LEDGE BENDS EXCEPT FOR 3 FT. Checked: WAVtG.C. OR 1/16&1/32 TO 95%MAX.DENSITY RADIUS BENDS @ RISER POLE COMPACTED TO BENDS EXCEPT FOR MTW=MAXIMUM TRENCH WIDTH TO 12" 95%MAX. MTW=MAXIMUM TRENCH WIDTH TO 12' 3 FT.RADIUS BENDS ABOVE PIPE.MTW=2 FT.MAX. Project No: DENSITY ABOVE PIPE.MTW=PIPE DIAM.+2FT.MAX. ®RISER POLE TYPICAL TELEPHONE/COMMUNICATIONS DUCT BANK TYPICAL SITE LIGHTING CONDUIT TRENCH DETAIL 3 NOT TO SCALE NOT TO SCALE C-6 D L IMPROVEMENTS ✓ COCH',CFlWICK R'VER 101 TO THE PUBLIC %r '0 ° -� WORKS -- --� -- -- � — — — — -- — — -- -- R— —�, -- / R—� BUILDING _ _ � 25'WETLAND SETHAC 25•W�TLANDySEJBP� • O �I�F�M 6TI.NJINOL), Q I -:,O�I�R=fr -•-•�D'WETLAND SETBAC s 50'WETLAND cs f `rx1CTNG�rCr;�ILF \ �I -n fOI V,S / II FINllnuous tX15TINCDI"WBIJILDING IE1' 01 P e7 a INr- • � PROPosto o ��IzoPOsrE, t / SAL Er1 ED ipD'WETLAND SETBACK eJ DPW ADDITION Sh�„.J LIN I 8 n.„ors \ — RAT • 50'WETLAND SET�LCK oo0 0 -A.............. a 384 OSGOOD STREET —— —— —— — DEBRI i_^ _ __ —_ —— j — NORTH ANDOVER,MA - \ WAYFI`STREET ` F q 25'WETLAND o3 1 w SETBACK / / 4XI1-INGG111E1 TREE LINE ` N Revisions - -- - /EE % ft 1 / I I No. Date Description By o / rn LINE / be M / / V/ m D be M 'A' x LANDSCAPING PLAN F PLANTING SCHEDULE SCALE: 1"=40'—I ID NO. BOTANICAL NAME COMMON NAME CONDITION TREE CSS ARCHITECTS INC. AR 6 Acer Rubrum'October Glory' RED MAPLE 6-7ft B&B mum BOIdAgtlubSuite 300 Wakefield,MA O'1880 BN 1 Betula nigra'Heritage' HERITAGE RIVER BIRCH 10ft B&B LEGEND cssgc's r.hite ta.ru SHRUB N.E.EROSION CONTROL/ CONCRETE RESTORATION MIX FOR DETENTION Dale Design I Landscape Architecture RM 2 Rhododendron maximum ROSEBAY 2-2 1/2' BASINS AND MOIST SITES 47 Cambridge Street,Winchester MA 01890 IL 9 Ilex glabra'Shamrock' SHAMROCK HOLLY 2-2 1/2' T:781 729;3541 NA 617893-2101 EI-1 docieI47@gmail.com KL 6 Kalmia Latifolia'Tiddlywink' MOUNTAIN LAUREL 2-2 1/2' BARK MULCH NEW BITUMINOUS CONCRETE TO 4 Thuja Occidentalis'Little Giant' LITTLE GIANT ARBORVITAE 2-2 1/2' STAMP HV 5 Hamamelis Virginiana WITCH HAZEL 2-2 1/2' GRASS CRUSHED STONE GROUNDCOVER CS 6 Cornus Sericea'Allemans' RED OSIER DOGWOOD 2-2 1/2' HM 6 Hibiscus Moscheutos WINTER HARDY HIBISCUS 2-2 1/2' ` VTC 2 Viburnum trilobum AMERICAN CRANBERRYBUSH 2-2 1/2' WETLANDS VP 1 Viburnum prunifolium BLACKHAW VIBURNUM 2-2 1/2' JV 6 Juniperus virginiana RED CEDAR 5-6 ft. ° RA 7 Rhus aromatica'Gro-Low' GRO-LOW SUMAC 2-2 1/2' s CA 6 Clethra alnifolia'Sixteen Candles' SUMMERSWEET 2-2 1/2' IV 3 Ilex verticillata'Red Sprite' RED SPRITE WINTERBERRY 2-2 1/2' IVW 3 Ilex verticillata'Winter Red' WINTER RED WINTERBERRY 2-2 1/2' oP IN fcINTO SE of A: oN sirlgla sheave k$I m MCI FYY3Q111 V ✓, /S61r�ar?4IZ�d PEFL 3 ZEo AC SS B LI SI N 6 SQUARE N�4nA GOAL Jing C5 v+:I)c:5+r I)RM Ar y it l S zinc 2 I/LAND iTE B - hM M or rI L P 5 FOR ET AND EDGE N) 1M3'1 F AC Fu LTv L VER F ND 2 Br ze stivi snaps with coves l I)Cc L \ /3_E`TER s i;etrpfIrTd,flit I L I^ 3--l l MPV+(11C,S+(Ijr1M � 3�L T,E�� cS� i. F� r- R�rL cI HI-L vaN ncc,E Sw4 5 V✓Y1L',Nl,t=rBACK 1_p SIGNR..E AT ALL S?ACES T a" CA..T Sr',PIPE (3)wv IFM /✓11/IFCLES11L-naEa J+'I)C'+(I)hM AK (G)CA. 2"1 72 e>ZE4BOL = %y / (1)NV F(I)C5+(1)HM n IP wT NIP GALA cQN TING RUGID y� (2)RNISC9 SHAFT BE CAS l Mh _FT-ERING,SYMBOL AND E R Ci GI ASIGN / h ROUNv W" ANQA.D 36 SC CH 1 E S G ACE 77 Z - _q N G9,OF EAC55 ACCESSIBLE P RN ST IL T T CLEAR - -_..aM,NOT TO aasrPuc,PASSA„�FROM^.�N<v ,� e ANY „ETLP.ND SEfBACK� NALI«Ar Mill4US!.N AC_'ESSBLE VERTICAL R IS E 2 a C `- `. 1-9 Gist aluminum t rl A-,—E B-E KL, •.,�� Truck Debit w w w \ � Title: .11=s n s riLAc A Lr W w W w \ LIGRTPOLe LANDSCAPING PLAN Af�rsMn3lm ' E. GGnG CAP PROPOSED � / W s�STc GAivPW ADDITION STEEL PIPE FILLED W/ AlAir.ninucl flash rsFllar 47 7'TO y y 1 - CCyC(APPLY Tn1O BPSI Ceri r ' � AN shaft Ath overall7/ W ° f i COATS YOU OW PAINT) era l 5 r-31s5�than 1 MIN Gr88"'HALL TNK ktd€rl�ri rrd wedges - 3.11f to shippedi f IrkrY - iwa ssetfdr r ��1 LIGHT POLE ( " n Scale AS NOTED � !-'LOP CONC.BASE - (5,IL W W w w w w W w W W W C.VINO OR CONC. 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