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13-045 555 north king st planningMassachusetts State Police Security Upgrades Troop B Headquarters Notice of Intent January 23, 2009 Prepared for: Division of Capital Asset Management One Ashburton Place Boston, MA 02108 Submitted by: Nitsch Engineering 186 Lincoln Street, Suite 200 Boston, MA 021 1 1 Nitsch Project #4194 a First Name b Last mume Commonwealth cfMassachusetts _ ....... ........ ________ c. Organization 555 North Kinq Street - u. Stree Addres Northampton MA 01060 e.obynown f. State g. Zip Code h -- ---- hPhoneNumber i. Fax Number ---- —�� ].Email addres 4. Representative (if any): Massachusetts Department of Environmental Protection Provided by Mu vosp \ � Chelsea Bureau of Resource Protection -Wet|3OdS -- *. First Name MassDEP File Number _— (] Ll �0�� Form 3 __ ��^�� Intent 186 Lincoln Street, Suite 200 - oocumemnanoo��nNumber ` u. Street Address Massachusetts Wetlands � 1�1 &z1� ' ' � Northampton ) \ Boston Ci��own ------ ' Important: ----' -------- ---------- General Information ~^ A. ��KK��'��n . VVhen�oingout ^ ^^ forms ont ]. Email address computer, use 1. Project Location (Note: electronic filers will click on button to locate project site): only the tab key to move your 555 N Ki Street n ------ F < cursor 'donot uaa�kaeyum -- ----- u a�ma�*uunano o �/nx/myn c Zip Code � � � i ' key. . 84 Latitude and Longitudo� 42 .35 -72.64 � r- d. Latitude o. Longitude 13'045 081 \ J � "----` f AssAssessors ao M*�P|� Number o� Pupe|/�tNumber � 2. Applicant: �- ' \ y 0^~V James Ward }-� a. First Name b. Last Name Note: Division of Capital Asset Management Before c. Organization ' ( completing this One AshbudonPlace form consult your local �Gteot Address � [l Consemadon Boston MA 02108 \ � Commission t��$ �i Code e�Cdy/r�vn � a g� p oegammganv municipal bylaw 617-727-4050 617-727-5383 Jamaa.VVandpatgte.rna.un or ordinance. h. Phone Number LFaxNumber j. Email Address 3. Property owner (required if different from applicant): El Check if more than one owner a First Name b Last mume Commonwealth cfMassachusetts _ ....... ........ ________ c. Organization 555 North Kinq Street - u. Stree Addres Northampton MA 01060 e.obynown f. State g. Zip Code h -- ---- hPhoneNumber i. Fax Number ---- —�� ].Email addres 4. Representative (if any): \ � Chelsea Christenson _ -- *. First Name b. Last Name \ / Nitsch Engineering C. Company 186 Lincoln Street, Suite 200 u. Street Address Boston M/\ _ 02111 | � o.City/Town f. State g. Zip Code 617-338'0063 617'338-8472 cchhstenson m U. Phone Number i Fax Number ]. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): $262.50 ��E�m� �G 5O — — ) / a. Total Fee Paid b. State Fee Paid c. City/Town Fee Paid U Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands - -- r - - -- MassDEP File Number PAForm 3 — Notice of latent Document Transaction Number I Ll Massachusetts Wetlands Protection Act M.G.L . c. 131, §40 Northampton - -- ^— (. City%Town B. Buffer Zone & Resource area Impacts (temporary & permanent) (cont'd) I � ) ..J Resource Area d. ❑ Bordering Land Subject to Flooding e. ❑ Isolated Land Subject to Flooding 2. cubic feet of flood storage lost f. ® Riverfront Area Halfway Brook 1. Name of Waterway (if available) 2. Width of Riverfront Area (check one): ❑ 25 ft. - Designated Densely Developed Areas only ❑ 100 ft. -New agricultural projects only ® 200 ft. - All other projects Size of Proposed Alteration 1. square feet 3. cubic feet of flood storage lost 1. square feet Proposed Replacement (if anO 2. square feet 4._cubic feet replaced 3. cubic feet replaced _ 3. Total area of Riverfront Area on the site of the proposed project: s q r 9 feet - a. Proposed alteration of the Riverfront Area: 1,547 642 905 a. total square feet b. square feet within 100 ft. c. square feet between 1 00 ft. and 200 i. l 5. Has an alternatives analysis been done and is it attached to this NOI? ❑ Yes ® No �i �-1 6. Was the lot where the activity is proposed created prior to August 1, 1996? ® Yes ❑ No L J 3. ❑ Coastal Resource Areas: (See 310 CMR 10.25- 10.35) 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 anv) I J document transaction a. ❑ Designated Port Areas Indicate size under Land Under the Ocean, below 1. square feet 2. cubic yards dredged Indicate size under Coastal Beaches and/or Coastal Dunes below 1. square feet _ 2. cubic yards beach nourishment 1. square feet 2. cubic yards dune nourishment Page 3 of 8 number r— (provided on I your receipt b. ❑ Land Under the Ocean J page) with all supplementary information you submit to the U Department. c. , R Barrier Beach d. ❑ Coastal Beaches Ij e. ❑ Coastal Dunes 1. square feet 2. cubic yards dredged Indicate size under Coastal Beaches and/or Coastal Dunes below 1. square feet _ 2. cubic yards beach nourishment 1. square feet 2. cubic yards dune nourishment Page 3 of 8 ,j Massachusetts Department of Environmental Protection Provided by MassDEP: , �—} - - Bureau of Resource Protection - Wetlands J ?` MassDEP File Number WPA Form 3 - Notice of Intent Document TraiisactionNurimber Massachusetts Wetlands Protection pct M.G.L. c. 131, § Northampton C1ty/Town C. Other Applicable Standards and Requirements (cont'd) . ... - ...... - _.___.._.__._____. 1. c. Submit Supplemental Information for Endangered Species Review * t. ❑ Percentage /acreage of property to be altered: (a) within wetland Resource Area percentage/acreage F (b) outside Resource Area — — -° i J percentage/acreage 2. ❑ Assessor's Map or right -of -way plan of site 3. ❑ Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed (J tree /vegetation clearing line, and clearly demarcated limits of work ** I ;, J (a) ❑ Project description (including description of impacts outside of wetland resource area & buffer zone) ❑ Photographs representative of the site (c) ❑ MESA filing fee (fee information available at: hftr)://www.mass.aov/dfwele/dfw`/nhest)/nhenvmesa.htm) Make check payable to "Natural Heritage & Endangered Species Fund" and mail to I J NHESP at above address Projects altering 10 or more acres of land, also submit. J (d) ❑ Vegetation; cover type map of site L 1, (e) El Project plans showing Priority & Estimated Habitat boundaries U d. OR Check One of the Following -1 1. ❑ Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10. 14, htto: / /www. mass. oov/ dfwele /dfw /nhesr)/nhenvexemr)tions.htm; the NOI must still be sent to p NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) I mo' 2. ❑ Separate MESA review ongoing. 7, 1� a. NHESP Tracking Number b. Date submitted to NHESP F? °J 3. ❑ Separate MESA review completed. Include copy of NHESP "no Take" determination or valid Conservation & Management Permit with approved plan_ * Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see www.nheso.orq regulatory review tab). 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. 02 /21/08 Page - 5 of 8_ Massachusetts Department of Environmental Protection 'rovided:by VlassDEP..;:• :::::::.::.::_ Bur eau of Resource Protection - Wetlans Bur d ;�tJfaSSIjEP:;>^iieNurnljer::: Ll�v W., [� q} I = V w�� P,� F orm 3 �ec�rnei ?t:Trat?ssc #ion�Ni�intiei` Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 N .. : •' .o a rt h a m p t on _ -_ - - -_ City/Town D. Additional information 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. ® 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. ® 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. 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 N01. Troop B Headquarters Site Plan, 555 North King Street, Northampton, Massachusetts a. Plan Title Chelsea Christenson Chelsea Christenson b. Prepared By c. Signed and Stamped by 7/08 1 " =20' d- Final Revision Date. e. Scale 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. s. ® Attach NOI Wetland Fee Transmittal Form 8. ® 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 4. State check Number 6. Payor name on check: First Name r` - -- wpaform3.doe �- rev.- 02/21 /08-- - - -.-- 3. Check date 5. Check date 7, Payor name on check: Last Name Page 7 of 8 08amaachua*t��epartrnentofEnvinonUAeMta| Protection pmvmu uyw«ssoEp Bureau of Resource 'VV8��ndG Protect wV49PEP�a Number ��% � ��u�� ~��t^�� U�� ~ ~ ~ ^ ~ ~ `~^ ~~^ ~~ Notice - - Intent - owcume"�T�n�mmo�mu�uo, Massachusetts VV��|G0dS P��g�� AC M.G.L. O� 131. �4O Nor�am�g�_________ (-| , . �� \ �� K�and ��Requirements i F. Signatures Submittal ^ I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, application, pursuant to 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 CIVIR 10.05(5)(a). the |��ue��under ��u�tU��|e�o mwe�nm��ms \ nequhemon\oofkX.8Lo. 131.§40. Notice must be made by Certificate of Mailing orin writing by hand 'J delivery certified m (return receipt requested) to all abutters within 100 feet of the property line of the ) 3 S* ature of Applica it 2. Date 1/ nV �oa� //Z~}/ !�A$ammwnop,ie'seniov,e (if any) 6. Date For Conserva Commission- Two of the completed Notice of Intent (Fonn8).indudinguupportingp|annanddocumonta. two copies o!thaNO|VVodandFeoTranamitta|Fcxm.and1hooity/townfeepaymoni.\otho ) \ Conservation Commission by certified mail urhanddelivery. �-J FnrMuanDE9: O of�ouompJe�dNod000f|�ort (Form 3).�om�ng supporting p�nuand dooumo�n.one copy [ of ' mn� ND| Wetland Fee Transmittal Form . and a copy of the state haa payment to the k8assDEP ( ) � Regional Office (noeInstructions) by certified mail o/ hand delivery. Other- V the app|�ani has checked the "yes" box in any part of Section C. |oam 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 ino timely manner may result in dismissal of the Notice of Intent. | y wpabnnu.doo^ rev. nmumn Page omn / _-__---_ -___--__-_-__-____-____-____- [— Step 4 /Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per 4 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 r - multiplied by 1.5 and then added to the subtotal amount. �J Step 5fTotal Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4 1, Step 61Fee 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. WpaformIdoc • Wetland Fee Transmittal Form - rev. 2/21108 Page 1 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands L N01 Wetland Fee Transmittal Farm Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 f f I ............ A. Applicant Information Important: r_ I When filling out forms on the 1. Applicant: i computer, use only the tab key James Ward to move your cursor - do not a. First Name b. Last Name use the return Division of Capital Asset Management key. c. Organization One Ashburton Place r� d. Mailing Address l Boston MA 02108 e. City/Town f. State g. Zip Code 727 -4050 617 -727 -5363 James.Ward(d.)state.ma.us _6 h. Phone Number I. Fax Number j. Email Address 2. Property Owner (if different): I a. First Name b. Last Name Commonwealth of Massachusetts c. Organization 1_ 555 North King Street d. Mailing Address Northampton MA 01060 e. City/Town f. State g. Zip Code h. Phone Number I. Fax Number j. Email Address r I i 1 3, Project Location: 555 North King Street Northampton r a. Street Address b. City/Town To calculate 13. Fees filing fees, refer — to the category fee list and The fee should be calculated using the following six -step process and worksheet. Please see examples in the Instructions before filling out wor ksheet. L� instructions for filling out WPA Step 11Type of Activity: Describe each type of activity that will occur in wetland resource area and .� Form 3 (Notice of buffer zone. Intent). Step 2/Number of Activities: Identify the number of each type of activity. � Step 311ndividuai Activity Fee: Identify each activity fee from the six project categories listed in the 1 .I - instructions. [— Step 4 /Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per 4 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 r - multiplied by 1.5 and then added to the subtotal amount. �J Step 5fTotal Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4 1, Step 61Fee 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. WpaformIdoc • Wetland Fee Transmittal Form - rev. 2/21108 Page 1 of 2 Massachusetts State Police — Troop B Headquarters ` Nitsch Project #4194 iL r�r I� r Northampton, Massachusetts 1/12/2009 Division of Capital Asset Management One Ashburton Place Boston, MA 02108 Nitsch Engineering Chelsea R. Christenson, PE, LEER AP Massachusetts State Police Security Upgrades Troop B Headquarters, Northampton, MA Registered Professional Engineer's Certification I.1 �1 J l --ll f� �I t J I have reviewed the Stormwater Report, including the soil evaluation, computations, Long -term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan, the Long -term Post- Construction Operation and Maintenance Plan, 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. F _. �r n ,7 .?:!� �' �% nature, Date 1 i_ CAN of Northam»ton-- Wetaundas Arplication. nee This form is required for all applications filed tender the Northampton Wetlands Ordiei, File with th Of flee of Plarnting and Development, 210 Main Street, Northampton, MA 01060 the recomn7end applicants eonsuh i0th the Land Use and (..'OnSel Vatlon flannel' (587-12d31 before crpp ving 1, Check what kind of permit you are requesting Request I - or Determination of Applicability (WPA form I) [f✓ Notice of Intent (WPA form 3 or 4) [] Abbreviated Notice of Resource Area Delineation (WPA form 4A) 2, Property Street Address: 555 North King Street Assessors' Map and Parcel: 13 -045 Second lot (if any) Map and Parcel(s): Additional property description: MA State Police, Troop "B," Headquarters 4. Check the items enclosed. Your application will not be accepted if any items are missing. G The appropriate completed Massachusetts DEP application httn: / /www. mass. clov/ dep /waterlai)orovalslwwforms.htm Completed versions of this Wetlands Application Cl Nine (9) copies of the fully completed and collated application packages (forms, plans and attachments) All plans folded (not rolled) and collated with each application packet F F1 El 1 0 For Notice of Intent applications only, the following: ❑ Check to "City of Northampton" for the municipal share calculated from state Wetland Fee Transmittal k Form PLUS $105; El Separate $75.00 check to "Commonwealth of Massachusetts" for the Registry of Deeds recording fee; Ll An abutters list of all property owners within at least 100 feet of the property line of your Pr oj ect- Abutters lists may be generated at 4v��.ti�rtliarnlitonv9:l.r ov:opd (click on Database: Abutters, Permits and Historic). Computers are available at City Hall, Forbes and Lilly Libraries. ❑ For Request for Determination applications. a check to the "City of Northampton" for $55.00. y ❑ For Notice of Resource Area Delineation applications, a check to "City oFNorthampton" for $55.00 plus a separate check for $75.00 to "Commonwealth of Massachusetts" for the Registry of Deeds recording fee. A #10 business envelope addressed to the applicant. 5. Provide an Existing Conditions Site Plan. Check the items shown on that plan. You may request a waiver from submittal requirements, with a reason for the waiver request. " —' 0 Boundary of entire lot and notation of lot area El Context of adjacent lots, if necessary to show extent of wetland/Riverfront Area 13 Numbered wetland flags a� ❑ Existing and potential vernal pools Ci 50' AND 100' wetland buffer -� Ei Mean Annual High Water line, for Riverfront Area permits 100' inner riparian zone AND 200' outer riparian zone, for Riverfront Area permits ❑ Existing structures, impervious surfaces (ie: pavement, gravel) and lawn areas O Edge of vegetation accurately measured or surveyed El Significant (8 "+ Diameter Breast Height) trees within the limit of work area that are also within the 200' 1 Riverfront Area, Bordering Vegetated Wetland, or 100' wetland buffer L! 2' contours ^� 0 Elevations in feet (not meters), for projects within the floodplain El Zoning setbacks d 1:20 scale, if possible I 1 J Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts —� Nitsch Project #4194 1/12/2009 TABLE OF CONTENTS ~- INTRODUCTION EXISTING SITE CONDITIONS Site Description J Resource Areas Estimated Habitat of Rare Wildlife l PROPOSED SITE CONDITIONS 1 Project Description Wetland Replication Sediment and Erosion Control Measures !" 1 STORMWATER MANAGEMENT ANALYSIS Methodology Hydrology and Hydraulics j ! HydroCAD Version 8.50 J Storm Event r Closed Drainage System Best Management Practices Hydrologic Analysis I 1 Existing Site Conditions Proposed Site Conditions ( f Peak Flow Rates and Volume Department of Environmental Protection's Stormwater Management Standards Project Type 'L 1 LID Measures _ Standard 1: No New Untreated Discharges Standard 2: Peak Rate Attenuation Standard 3: Recharge l- Standard 4: Water Quality J Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) (� Standard 6: Critical Areas Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable l Standard 8: Const. Period Pollution Prevention and Erosion and Sedimentation Control Standard 9: Operation and Maintenance Plan r - I Standard 10: Prohibition of Illicit Discharges CONCLUSION APPENDIX LIST I I� I r L r� 1, l+ I LJ � 4 I (7) Massachusetts State Police — Troop B Headquarters Nitsch Project #4194 APPENDIX LISA" C Northampton, Massachusetts 1/12/2009 APPENDIX A — Locus Map APPENDIX 6 — USGS Map, Natural Heritage Priority and Estimated Habitat, Flood Insurance Rate Map APPENDIX C — Wetland Delineation Technical Memorandum APPENDIX D — Abutter Information APPENDIX E — Stormwater Checklist APPENDIX F — Existing Hydrology APPENDIX G — Proposed Hydrology APPENDIX H — Soil Evaluation, Recharge Volume Calculation, 72 -hour Drawdown Calculation APPENDIX I — Stormwater Operations & Maintenance Plan Long -Term Pollution Prevention Plan APPENDIX J — Erosion and Sediment Control Specifications APPENDIX K - Plan List/ Plan Set (7' Massachusetts State Police --- Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1112/2009 1 INTRODUCTION Nitsch Engineering has prepared a Notice of Intent (NOI) under the Massachusetts Wetlands Protection Act (M.G.L. c. 131, 40), its Regulations, 310 CMR, and the local wetland regulations associated with the Massachusetts State Police Security Upgrades project in } Northampton, MA. The purpose of this NOI is to inform the Conservation Commission of the proposed work within the Riverfront Area of a perennial stream near the site, and within the 100- foot buffer zone of its bordering vegetated wetland (BVW). This work will include installation of bollards, lights, and associated conduit along the perimeter of existing paved areas. A walkway and pedestrian ramp is proposed outside the Riverfront Area and BVW Buffer Zone. A stormwater management system has been designed to minimize impacts to the wetlands. There will be no development within the 50 -foot buffer zone, as well as no work in this area during construction. EXISTING CONDITIONS Site Description The site is located at 555 North King Street in Northampton, MA. The existing site consists of four buildings, two sheds, and associated parking. The site is bounded by North King Street to the west, Hatfield Road to the north, Interstate 1 -91 to the east, and Halfway Brook to the south. A site plan entitled "Troop B Headquarters Site Plan" is included in Appendix K. The site generally slopes south. Stormwater from the site is collected by a closed drainage system. No changes to the existing closed drainage system are proposed. I 1 Based on the SCS soil listing, the site contains Amostown- Windsor silty substratum -Urban land complex and Windsor, Silty Substratum soils, indicative of a Type C soil. The existing utility infrastructure includes underground telephone, electric, water, sewer, and drainage. The drainage system within the project's limit of work collects stormwater from the parking, lawn and rooftop areas, ultimately discharging to Halfway Brook. Resource Areas HNTB delineated the wetland resource areas associated with the project site, and identified a perennial stream (Halfway Brook). Resource areas associated with Halfway Brook include Bank, Land Under Water Bodies and Waterways, and Riverfront Area. The project site is described in the wetland delineation report, prepared by HNTB, dated October 26, 2007 (included in Appendix C). Estimated Habitat of Rare Species The Massachusetts Natural Heritage Atlas, dated October 1, 2006, indicates an Estimated Habitat of Rare Wildlife along Halfway Brook_ No work is proposed in the brook. The Natural Heritage and Endangered Species Program will be notified of the proposed work. Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1/12/2009 LI Nitsch analyzed the hydrology for the drainage area with the Soil Conservation Service's (SCS) Runoff Curve Number (CN) methodology. The HydroCAD Version 8.50 computer i modeling system was used in conjunction with the SCS's methods to determine the peak rates of runoff for the 2 -year, 10 -year, and 100 -year 24 -hour storm events. �1 Methodology 1 Hydrology and Hydraulics A drainage area, or subcatchment, is an area where the runoff from that area flows to a point, referred to as a design point. The design point is the focus of the runoff analysis. r Peak rates of runoff for the existing and proposed conditions are calculated and compared at ! 1 the design point. The rate at which the runoff reaches the design point is determined by a number of factors: the slope and flow lengths of the subcatchment area, the soil type of the subcatchment area, and the type of surface cover in the subcatchment area. 1 The slope of the subcatchment area directly affects the amount and rate of runoff from a { subcatchment area. With all other things being equal, a site with steep slopes will produce more runoff and transport it at a faster rate than a flat site. With a flat site, the rain will have i ( more time to infiltrate the ground before it flows away as runoff. The slope of the site is I easily determined by using an existing conditions survey or by a field examination. The flow length of a subcatchment area is the longest distance that runoff would have to travel to reach the design point. Flow length is an important factor in determining the time of concentration (T,). The time of concentration is time for runoff to travel from the hydraulically most distant point of the drainage area to a point of interest in that drainage area, in this case, the design point- The time of concentration influences the volume and rate of runoff. A low T, will result in more runoff with a higher peak rate than a high T j The type of soil on a site also affects the amount and rate of runoff generated. The soil type found on a site determines the amount and rate at which water can be absorbed into the ground. This is important because the more water that infiltrates the soil, the greater the reduction in the volume and rate of runoff. The Soil Conservation Service categorizes soil into one of four hydrologic soils group: Types A, B, C, and D. Type A soils are the most permeable and Type D soils are the least. l l The Soil Conservation Service (SCS) Runoff Curve Number (CN) method is the most l l commonly accepted method for generating peak rates of runoff from areas. CNs are used to calculate the amount of runoff flowing from a subcatchment area using the surface cover and soil type. IJ The soil type on the site was determined using the SCS's Soil Survey. The Soil Survey —� contains soil maps that indicate the location and type of the various soils in the area. Descriptions of the soils and their properties (including hydrologic soil group) are also contained in the survey. ' The surface cover on a site refers to what is on the surface of a site, whether it is lawn, roof, -� pavement, brush, woods, etc. Similarly, to the slope and the type of soil, surface cover affects the rate and volume of runoff. Certain types of cover allow for more opportunity for water to be absorbed into the ground. A site covered with impermeable pavement will not Massachusetts State Police —Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1/12/2009 II Best Management Practices (BMPs) include structural and non - structural features used on I l the site to promote water quality and water quantity mitigation for the developed conditions. BMPs include a dry well for stormwater infiltration. The Massachusetts Department of Environmental Protection "Stormwater Handbook," Volumes 1, 2, and 3 (January 2008), was n used to select BMPs for the long -term protection of resources at the site. Hydrologic Analysis Existing Site Conditions Nitsch compiled the existing drainage areas from an existing conditions survey prepared by r� Nitsch Engineering, dated December 7, 2007. Additionally, Nitsch conducted site visits to 1 evaluate the existing onsite drainage patterns and watershed divides from the existing conditions survey. At present, all existing stormwater runoff is discharged to Halfway Brook via overland flow or through a closed drainage system. The Drainage Area analyzed for this project is as shown on Figure 1 "Existing Drainage Areas" plan. The design point for the analysis is Halfway Brook. 1 Proposed Site Conditions The same area was analyzed for the proposed conditions and is indicated on Figure 2 I � "Proposed Drainage Areas" plan. In the proposed condition, a portion of the proposed site I (Catchment 2) will be conveyed to the dry well. The remainder of the site (Catchmentl) will flow as in the existing condition to the closed drainage system. The change in impervious coverage in square feet (sf) and percentage for the site is ` provided in Table 1 below. Table 1: Area Summary Table Cover Type Existing Proposed Difference Impervious Area i (sf) (sf) (sf) ( %) r} Pervious 19,452 18,569 -883 I -0.01% Impervious 54,484 55,367 +883 +0.01% Total 73,936 73,936 [ _l Peak Flow Rates and Volume The proposed stormwater management system is expected to reduce the post - development peak rates of runoff to at or below the pre - development rates, with the installation of the dry well. Table 2, "Peak Rates of Runoff," compares the pre- and post - development peak rates of runoff at the design point. Table 2 shows no increase for the 2 -, 10 -, and 100 -year design storms. r Table 2: Peak Rates of Runoff (cubic feet per second) !Design Point — Halfway Brook 2 -Year 10 -year 100 -Year Existing 4.37 7.90 110.51 J Proposed 4.32 7.02 110.39 ice, Massachusetts State Police —Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1112/2009 Standard i: No new stormwater conveyances (e.g. outr'alls) may discharge untreated �l stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. 1 Compliance: This project will comply with this standard. No new stormwater conveyances f are proposed. Standard 2: Stormwater management systems shall be designed so that the post - development peak discharge rates do not exceed pre - development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. Compliance:. This project will comply with this standard. The stormwater management system has been designed to mitigate post - development peak discharge rates to less than or equal to pre - development levels. Stormwater runoff from the proposed pedestrian ramp will be directed into a dry well for infiltration_ The drainage areas for existing and proposed conditions are included in this report in Appendices F and G. The pre - development and post - development peak discharge rate calculations for the 2 -year, 10 -year, and 100 -year 24- hour storms are included with this report in Appendices F and G. Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of environmentally sensitive site design, low impact development techniques, stormwater BMPs, and good operation and maintenance. At a minimum, the annual recharge from the post - development site shall approximate the annual recharge from pre - development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Compliance: This project will comply with this standard. The proposed impervious area is located in a Type C soil. The volume of recharge required for a Type C soil is 0.25 inches times the impervious area: ReV = 0.25 " 112 inches per foot X 1146 square feet = 24 cubic feet The proposed dry well and stone will provide 186 cf of storage, which exceeds the required volume. Based on the NRCS soil report, the Rawls infiltration rate is estimated at 0.27 inches per hour. Therefore, the minimum infiltration rate requirement of 0,5 inches per hour cannot be met due to existing conditions.. Standard 4: Stormwater management systems shall be designed to remove 80% of the �r average annual post - construction load of Total Suspended Solids (TSS). This standard is met when: Suitable practices for source control and pollution prevention are identified in a long -term pollution prevention plan, and thereafter are implemented and maintained; Structural stormwater BMPs are sized to capture the required water quality volume as determined in accordance with the Massachusetts Stormwater Handbook; and Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. Compliance: This project will comply with this standard. No changes will be made to the ` -} existing closed drainage system. i Massachusetts State Police —Troop B Headquarters Northampton, Massachusetts F7 I Nitsch Project #4194 1/12/2009 i i Standard 8: A plan to control construction - related impacts, including erosion, -� sedimentation, and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be (� developed and implemented. Compliance: The project will comply with this standard. Sedimentation and erosion controls will be incorporated as part of the design of this project and employed during site ri construction. Land disturbance will be kept to a minimum and the phasing of the work will be planned so that only the areas actively being developed are exposed. All other areas should have natural vegetation preserved, have good temporary cover, or permanent vegetation C ' established. Permanent structures, temporary or permanent vegetation, and mulch /erosion 1 netting should be employed, as quickly as possible after land is disturbed. Disturbed areas will be protected from stormwater runoff by installing erosion control or stormwater management measures to prevent water from entering and running over disturbed areas, and to prevent erosion damage to downstream facilities. Perimeter control practices will be installed to isolate the construction site from surrounding areas. Siltation fence, temporary covers for drainage structures, and temporary settlement basin will be utilized where applicable. The Stormwater Operations and Maintenance Plan and Erosion and Sediment Control Specifications are included in Appendices I and J. Since the project will disturb more than one (1) acre of land, DCAM will be submitting a NOI to the Environmental Protection Agency (EPA) for coverage under the General Permit of the National Pollution Discharge Elimination System (NPDES). As part of this application the Applicant is required to prepare a Storm Water Pollution Prevention Plan (SWPPP) and implement the measures in the SWPPP. The SWPPP, which is to be kept on site, includes erosion and sediment controls (stabilization practices and structural practices), temporary and permanent stormwater management measures, Contractor inspection schedules and reporting of all SWPPP features, materials management, waste disposal, off -site vehicle tracking, spill prevention and response, sanitation, and non - stormwater discharges. The SWPPP will be submitted before land disturbance begins. Standard 90: A Long 1 emn Operation and Maintenance (O &M) Plan shall be develop and implemented to ensure that stormwater management systems function as designed. Compliance: This project will comply with this standard. An Operations and Maintenance Plan (enclosed) including long -term BMP operation requirements has been prepared and will assure proper maintenance and functioning of the stormwater management system. Standard 10: All illicit discharges to the stormwater management system are prohibited. Compliance: This project will comply with this standard. There will be no illicit connections associated with this project. CONCLUSION In conclusion, the proposed project will improve stormwater management of the site. This will be achieved by reducing the peak rate and volume of stormwater runoff, and promoting stormwater infiltration. The project will comply with the DEP's Stormwater Handbook. 1:\4194 \N0I \7 -N01 Report.doc `. ✓ rr��ia� 'r r t .t ry c, i s `' 3 t t,�' � U uH i,'i ;` �� 'N'� '+iaY F ✓ �V 1 r � 11"efi .. t✓x� i } � ♦ t b.�1F, :Lw, �f y ". �' sd., ��i1x r ., i � i'i'Y r air �" , fit, t fi ✓k i L ' 1. •,, �y > c. s. 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Natural Heritage & L:ndangered ` pt� cups 1 websitc. �.r1v1i11hmj?.o1 l� I� J Priority Habitat of Rare Species Priority Habitat of Rare Species and also Estimated Habitat of Raj •e Wildlife Certified Vernal fool (as of July 14, 2006) 0 0.5 1 www.nttocherig.com 186 Uncoin Stnset, Suite 200 \00 0/ Boston, MA 02111 -2403 T. (617) 338 -0063 Nitsch Engineering F: (W) 33848472 - DATE:- ®01/1 -2/09 i N.T.S. . Ctw Engineering ► Lend Surveying . Transportation Engineering Planning GIB Services NI TSCH JOB #4194 2 I Miles N A NHESP MAP MASSACHUSETTS STATE POLICE TROUP B HEADQUARTERS NORTHAMPTON, MA LLI ui LL LU r � J I Q L) L � O O �D C� �l Ln Ld "\e 00, vD E 15 z o I- LI 4 D v C; cr cc CD A. Z Z ol - C , 3 0 C. C :i ar 2 E,� 0 g O j ml 0 F LO z w ¢ E Eu r w C.� 0 d's C2 of Zw E- Fn El �o z e m ul Q w X = 4 � r a P :E >,LL Z 0- P W t E E-4 L -0 L . 0 r E o I m E g Nr m m J. O tp CL V4 0 OD Co ME LU cm C "\e 00, vD E 15 z o I- LI 4 D v C; cr j e 05 to Z Z ol - C , 3 0 C :i 'o Pc 2 E,� 0 g O j ml 0 F LO z w ¢ E Eu r W 0 d's C2 of Zw �o T e m ul Q w X = 4 � r a P D E ' u , >,LL Z 0- P t E L -0 L . 0 r E o I m E Nr m m J. O tp CL �\ r� Massachusetts State Police Northampton Barracks I This memorandum presents the findings of the wetland field delineation and classification at the L_! Massachusetts State. Police Northampton Barracks in. Hampshire Country. The determination was conducted by Kevin Slattery, P.W.S. of HNTB Corporation. Field delineation was made on October 19, 'II 2007. This work included a review of published soil surveys, aerial photographs, and field. assessment of �J hydrology, soils, and vegetation. DELINEATION METHODS The site was inspected and wetland jurisdictional areas were delineated using the State of Massachusetts 7 Wetland Protection Act criteria and vegetated wetlands as defined in "Delineating Bordering Vegetated �J Wetlands Under the Massachusetts Wetland Protection Act - A Handbook" (March 1995). Wetlands and watercourses were identified and photo - documented. Sequentially- numbered wetland flags were placed r� to denote the wetland boundary along the upland edge. A field sketch was made showing the boundary and key flag numbers on a base map and provided for survey location of the flags. Ll FINDINGS Three resource types occur at the site and are associated with a named perennial watercourse (Halfway r'II Brook), and include bank, land under water bodies and waterways, and riverfront area. A total of 3'1 blue wetland flags were used to denote the bank of the .watercourse which is located in a ravine along the southern edge of the parcel (number sequence of R - through R -31). No bordering vegetated wetland was found and the bank is distinct. The stream's substrate includes gravel, sand and cobbles and no emergent C vegetation was observed. The stream enters the parcel from beneath King Street to the west, flows to the east /southeast toward the Connecticut River and into another culvert beneath I -91. I j I LJ The federal (Cowardin) wetland system classification is PFO1 A (palustrine forested broad- leaved deciduous, temporarily flooded), and the hydrogeomorphic wetland classification is a riverine system. Soils The Natural Resources Conservation Service Web Soil Survey was used to determine mapped soil types for the site. From the survey, the site is predominantly Amostown- Windsor silty substratum and Urban Land complex, and also Hinckley loamy sand, an excessively drained soil type. No poorly drained soil types occur at the site. The review of soils in the field confirmed the soil survey mapping. C I Hydrology Halfway Brook: The brook is a perennial stream according to the USGS quadrangle map for this location. At the time of the delineation the brook was flowing and water depth was approximately three 'u inches and wetted channel approximately three feet. The channel width ranged from five to over 15 feet. Vegetation Vegetation at the project includes mature riparian trees including hemlock (Tsuga canadensis), yellow birch (Betula alleghaniensis), red maple (Ater rubrum), American elm (Ulmus americana), and reel oak (Quercus rubra). Shrubs included witch -hazel (Hamamelis virginiana) and hemlock, and herbs included Christmas fern (Polystichum acrostichoides), clearweed (Pilea pumild), jack -in- the - pulpit (Arisaenia triphy llum), poison ivy (Toxicodendron radicans), mosses and fungi. Li Wetland. Delineation Technical Memorandum October 26, 2007 i Nitsch Engineering I� F I f _J r I, rf January 12, 2009 Abutters to MA State Police Troop B Headquarters Northampton, MA Dear Abutterlinterested Party: www.nitscheng.com 186 Lincoln Street, Suite 200 Boston, MA 021 1 1- "2.403 T: 617 -338 -0063 F:.617- 338 -6172 RE: Nitsch Project #4194 State Police Security Upgrades Troop B Headquarters The Division of Capital Asset Management (DCAM) is planning to construct security upgrades at the Massachusetts State Police Troop B Headquarters at 555 North King Street. Some of the proposed work is within the Riverfront Area of Halfway Brook, as defined by the Massachusetts Wetland Protection Act. Therefore, DCAM is filing a Notice of Intent under the Massachusetts Wetlands Protection Act (WPA), The Notice of Intent is the process whereby an Applicant seeks to do work that is regulated under the WPA. The WPA requires notification of all abutters within 100 -feet of the property. The proposed work consists of installation of bollards and lighting within the 200 -foot buffer zone. it also includes the construction of a pedestrian ramp for Americans with Disabilities Act (ADA) accessibility which will be constructed outside of the resource area. A new underground stormwater management system will also be constructed to mitigate peak runoff levels to the existing condition. No work is proposed within 50 feet of Halfway Brook. The date and location of the Public Hearing is to be determined. Please call the Northampton Conservation Commission at (413) 587 -1263 to confirm the hearing time and location. If you have any questions related to this filing, please call myself or the Northampton Conservation Commission. Very truly yours, Nitsch Engineering, Inc. Chelsea R. Christenson, P,E., LEED AP Senior Project Engineer CRC Enclosures IJ J Massachusetts Department of Environmental Protection Ll Bureau of Resource Protection - Wetlands Program Checklist f ®r Stormwater [deport I -i A. Introduction Important: A Stormwater Report must be submitted with the Notice of Intent permit application to document When filling out compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for forms on the compu use the Stormwater Report (which should provide more substantive and detailed information) but is offered only the tab key here as a tool to help the applicant organize their Stormwater Management documentation for their i to move your Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, �i cursor - do not the Stormwater Report must contain the engineering computations and supporting information set forth in use the return 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. i ! 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. A Applicant/Project Name �- . Project Address 1 . 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 8 Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative rI describing stormwater management practices, including environmentally sensitive site design and LID L_, techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify ail wetland resource areas, MRCS soil types, �I 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 Voted in, the Ciici�Ivivt, tiio StOrmrvatCr Mc`35nagement Report sha11 dv�lumenf �rJmpliance with. eac 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. r� The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. if not included in 1 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. I 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 I 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. 17- SW report checklist.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of "country drainage" versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes - Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof © Other (describe): Dry Weil Standard 1: No New Untreated Discharges �l ® No new untreated discharges I J ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth j ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. U , 1 17- SW report checklist.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection L Bureau of Resource Protection - Wetlands Program \ Checklist for Stormwater Report Checklist (continued) I Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- r year 24 -hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding i analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality I The Long -Term Pollution Prevention Plan typically includes the following: 0 Good housekeeping practices; _1 a Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; BMPs; • Requirements for routine inspections and maintenance of stormwater • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; 1 Requirements for storage and use of fertilizers, herbicides, and pesticides; i 0 Pet waste management provisions; i Provisions for operation and management of septic systems; 0 Provisions for solid waste management; � �1 .� F Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and /or Sand Use and Storage restrictions; — � a Street sweeping schedules; i 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; r Y Training for staff or personnel involved with implementing Long -Term Pollution Prevention Plan; R List of Emergency contacts for implementing Long -Term Pollution Prevention Plan. - Z A Long -Term Pollution Prevention Plan is attached to Stormwater Report and is included as an (� attachment to the Wetlands Notice of Intent. l ❑ 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: I� ❑ is within the Zone ll or Interim Wellhead Protection Area ( _ l ❑ 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 i applicable, the 44% TSS removal pretreatment requirement, are provided. 17- SW report checkiist.doc - 04/01/08 Stormwater Report Checklist • Page 5 of 8 F) Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program heGkIist for Stormwater Report r-� Ch (continued) - - -- -- I Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑C 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 r provided there is no discharge that may potentially affect a critical area. I ❑ 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 C I 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 Construciion Period Poiluiion Prevention and Erosion and Sedimentation Controi Plan must include t following information: • Narrative; • Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; 1 Erosion and Sedimentation Control Plan Drawings; ® Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; J Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; l • 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. J r ' 17 - SW report checklist.doc • 04/01/08 Stormwater Report Checklist - Page 7 of 8 Massachusetts State Police — Troop B Headquarters Nitsch Project #4194 APPENDIX F EXISTING HYDROLOGY F1 J C1 C -1 L Northampton, Massachusetts 1/13/2009 1 l \ L L I.Zo VVq 'NOJ-SOS 'W1 -31S - -Ls ; 90 HZ)91 HJ-"dV3 :Uoj C13UVdE]Ud K U t.) vN No I dMH-L2JON 's2j:-u', C, S d0021 G Q _,. Bj-v-Ls s-Lj-2snHOVSSVVq LU SV3"dV 30VNIV�I(] ONUSIX3 K T 6 l rn '4 lvl� do rN LL O .7), No z 0 0 NOW e.- 'Oot r n O W. 3 "Ir % w Q. V .41 7 Y j: ®r. j '0 T l 0 6 �p ? .i-. i7 , .� , YY• ,'' �. }:� \� l..ni••' + - \ ,P ty X A X 0 . 0 \0' Il I L gg LU I ( V1 . 4-j 7— 1 l \ L L I.Zo VVq 'NOJ-SOS 'W1 -31S - -Ls ; 90 HZ)91 HJ-"dV3 :Uoj C13UVdE]Ud K U t.) vN No I dMH-L2JON 's2j:-u', C, S d0021 G Q _,. Bj-v-Ls s-Lj-2snHOVSSVVq LU SV3"dV 30VNIV�I(] ONUSIX3 K T 6 l rn '4 lvl� do rN LL O .7), No z 0 0 NOW e.- 'Oot r n O W. 3 "Ir % w Q. V .41 7 Y j: ®r. j '0 T l 0 6 �p ? .i-. i7 , .� , YY• ,'' �. }:� \� l..ni••' + - \ ,P ty X A X 0 . 0 \0' Il I L EX D Existing C � RE EX (new Reach) Drainage Diagram for 18.5- Pre - 4194 -nh OSubcat [Reach] Ppn [Lin Prepared by Nitsch Engineering, Printed 1/21/2009 ��- I HydroCADO 8,51 sin 000546 0 2008 HydroCAD Software Solutions LLC �l 18.5- Pre - 4194 -nh Type /// 24 -hr 2 -yr Rainfall= 3.00" Prepared by Nitsch Engineering Printed 1/21/2009 I I HvdroCADO 8.51 s/n 000546 © 2008 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchrnent EX: Existing Runoff = 4.37 cfs @ 12.07 hrs, Volume= 0.305 af, Depth> 2.16" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs l Type III 24 -hr 2 -yr Rainfall= 3.00" Area (sf) CN Description �) 54,484 98 Walkway 19,452 74 >75% Grass cover, Good, HSG C 73,936 92 Weighted Average 19,452 26.31% Pervious Area 54,484 73.69% Impervious Area Tc Length Slope Velocity Capacity Description l (min) (feet) (ft /ft) (ft /sec) (cfs) J 5,0 Direct Entry, CI Summary for Reach RE EX: (new Reach) [40] Hint: Not Described (Outflow = inflow) _.I Inflow Area = 1.697 ac, 73.69% Impervious, Inflow Depth > 2.16" for 2 -yr event Inflow = 4.37 cfs @ 12.07 hrs, Volume= 0.305 of Outflow = 4.37 cfs @ 12.07 hrs, Volume= 0.305 af, Atten= 0 %, Lag= 0.0 min I Routing by Stor -Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs � J l_l �J J J r i I, 18.5- Pre - 4194 - Type !1124 -hr 10 -yr Rainfall =4.50" r Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADO 8.51 s/n 000546 @2008 HvdroCAD Software Solutions LLC Pace 4 Time span =0.00 -24.00 hrs, dt =0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor - Ind +Trans method - Pond routing by Stor - Ind method Subcatchment EX: Existing Runoff Area= 73,936 sf 73.69% Impervious Runoff Depth >3.60" �1 Tc =5.0 min CN =92 Runoff =7.10 cfs 0.509 of 1 Reach RE EX: (new Reach) Inflow =7.10 cfs 0.509 of n Outflow =7.10 cfs 0.509 of Total Runoff Area =1.697 ac Runoff Volume = 0.509 of Average Runoff Depth = 3.60" ( 26.31% Pervious = 0.447 ac 73.69% Impervious = 1.251 ac i 1 8.5- Pre -41 94 -nh Type 11124 -hr 10 -yr Rainfall= 4;50" Prepared by Nitsch Engineering Printed 1/21/2009 HvdroCAD® 8.51 s/n 000546 @2008 HvdroCAD Software Solutions LLC Paqe 5, t Summary for Subcatchment EX: Existing t ! Runoff = 7.10 cfs @ 12.07 hrs, Volume= 0.509 af, Depth> 3.60" n Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs l Type III 24 -hr 10 -yr Rainfall= 4,50" Area (sf) CN Description l 54,484 98 Walkway l J 19,452 74 >75% Grass cover, Good, HSG C 73,936 92 Weighted Average 19,452 26.31% Pervious Area 54,484 73.69% Impervious Area Tc Length Slope Velocity Capacity Description I J (min) (feet) (ft /ft) (ft /sec) (cfs) I J 5 Direct Entry, �1 Summary for Reach RE EX: (new Reach) [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 1.697 ac, 73.69% Impervious, Inflow Depth > 3.60" for 10 -yr event Inflow = 7.10 cfs @ 12.07 hrs, Volume= 0.509 of Outflow = 7.10 cfs @ 12.07 hrs, Volume= 0.509 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs ' L_ Ii 1 8.5- Pre - 4194 -n h Type (1124 -hr 100 -yr Rainfall= 6.40" Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADO 8.51 s/n 000546 © 2008 HvdroCAD Software Solutions LLC Pace 6 I1 Time span= 0.00 -24.00 hrs, dt =0.01 hrs, 2401 points n Runoff by SCS TR -20 method, UH =SCS l Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment EX: Existing Runoff Area = 73,936 sf 73.69% Impervious Runoff Depth >5.46" n Tc =5.0 min CN =92 Runoff =10.51 cfs 0.772 of l l Reach RE EX: (new Reach) Inflow =10.51 cfs 0.772 of n Outflow =10.51 cfs 0.772 of ` Total Runoff Area =1.697 ac Runoff Volume = 0.772 of Average Runoff Depth = 6.46" 26.31 %n Pervious 0.447 ac 73.69% Impervious = 1.251 ac ---------- �J n l J I I_ CCU r� 18.5 - Pre - 4194 -nh Type 11124 -hr 100 -yr Rainfall= 6.40" �} Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADO 8.51 s/n 000546 @ 2008 HvdroCAD Software Solutions LLC Pace 7, 1 Summary for Subcatchment EX: Existing I ! Runoff = 10.51 cis @ 12.07 hrs, Volume= 0.772 af, Depth> 5.46" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs I Type III 24 -hr 100 -yr Rainfall= 6.40" Area (sf) CN Description 54,484 98 Walkway 19,452 74 >75% Grass cover, Good, HSG C 73,936 92 Weighted Average 19,452 26.31% Pervious Area 54,484 73.69% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft /ft) (ft /sec) (cfs) 1 i 5.0 Direct Entry, (� Summary for Reach RE EX; (new Reach) [40] Hint: Not Described (Outflow= lnflow) Inflow Area = 1.697 ac, 73.69% Impervious, Inflow Depth > 5.46" for 100 -yr event Inflow = 10,51 cfs @ 12.07 hrs, Volume= 0.772 of Outflow = 10.51 cfs @ 12.07 hrs, Volume= 0.772 af, Atten= 0 %, Lag= 0.0 min 1 Routing by Stor- Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs lJ Massachusetts State Police/ Troop B Headquarters Nitsch Project #4194 APPENDIX G Northampton, Massachusetts 1/12/2009 PROPOSED HYDROLOGY I 0\" 0 Q .. 4; O,. \` 1 \ j�.• .(:, /, 2: ' lam': �:, �, �• C r s,• "1.: ,'.,•. , 1 tfi Y Y 4 ly 0 < 0/ x 20ol RIV E Rfi ily N Ro" -C '. I.1 67 .1 'rn ; m o In o F �0 J z z 00 RIVERFR '14 t, AREA h r- V, INK" rn I V PRO C ,� , > ER 0 c l� rl' > �j ' 3 ; ti;:1 m �y 1 y - - 3 � "r' �.� \ + „ i ii> \ '� 5. • ?.t0 t' � r' r,••' x:;11} �1: , � , k'' /• ; >t• \ . fit,:;:: f l ((,•,�\ N 7 nx y y PROPOSED DRAINAGE AREAS rTl 7� P B 'R c2. 'n MASSACHUSETTS STATE POLICE, TROO 2 F 1 5p F HEADQUARTERS, NORTHAMPTON MA 98; 1 v PREPARED FOR: R EARTH TECH 38 CHAUNCY ST., STE. 101, BOSTON, MA 021 � JI i 1 �l �i II r' L% �i L -� I� �l �J J r-, l u� I I I PR1 Proposed to East /D I IP R2 Dryweli F'rcpC� °� tc c�L; ±h RE PR (new Reach) ��-- Drainage Diagram for 19.5 - Post - 4194 -nh OSubcat (Reach on r Link Prepared by Nitsch Engineering, Printed 1/21/2009 -- - -� H Y droCAD® 8.51 s/n 000546 © 2008 HydroCAD Software Solutions LLC 19.5- Post- 4194 -nh Type !1124 -hr 2 -yr Rainfall= 3.00" Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADO 8.51 s/n 000546 © 2008 illvdro CAD Software Solutions I-l-C Pace 2 Time span =0.00 -24,00 hrs, dt =0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Star - Ind +Trans method - Pond routing by Stor -Ind method Subcatchment PR1: Proposed to East Runoff Area = 73,062 sf 74.76% Impervious Runoff Depth >2.16" Tc =5.0 min CN =92 Runoff =4.32 cfs 0.302 of Subcatchment PR2: Proposed to South Runoff Area =874 sf 85.13% Impervious Runoff Depth >2.35" Tc =5.0 min CN =94 Runoff =0.06 cfs 0.004 of Reach RE PR: (new Reach) Inflow =4.32 cfs, 0.302 of Outflow =4.32 cfs 0.302 of Pond DW: Drywell Peak Elev =4.89' Storage =151 cf Inflow =0.06 cfs 0.004 of Discarded =0.00 cfs 0.000 of Primary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Total Runoff Area = 1.697 ac Runoff Volume = 0.306 of Average Runoff Depth = 2.16" 25.11% Pervious= 0.426 ac 74.89% Impervious= 1.271 ac 19.5- Post - 4194 -nh Type 11l 24 -hr 2 -yr Rainfall= 3.00" Prepared by Nitsch Engineering Printed 1/21/2009 H;JdroCADO 8.51 s/n 000546 O 2008 HydroCAD Software Solutions LL C Pace 3 Runoff = Summary for Subcatchment PR1: Proposed to East Runoff = 4.32 cfs @ 12.07 hrs, Volume= 0.302 af, Depth> 2.16" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 -yr Rainfall= 3.00" Area (sf) CN Description * 54 98 New parking and walk 18,439 74 >75% Grass cover, Good, HSG C 73,062 92 Weighted Average 18,439 25.24% Pervious Area 54,623 74.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment PR2: Proposed to South Runoff = 0.06 cfs @ 12.07 hrs, Volume= 0.004 af, Depth> 2.36" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24,00 hrs, dt= 0.01 hrs Type III 24 -hr 2 -yr Rainfall= 3.00" Area (sf) CN Description * 744 98 Walkway and Ramp 130 74 >75% Grass cover, Good, HSG C 874 94 Weighted Average I JV ]'+.O / /0 f V MIS Area 744. 85.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Reach RE PR: (new Reach) L40] Hirt: Not Described (Outflow= !nflow) Inflow Area = 1.697 ac, 74.89% Impervious, Inflow Depth > 2.13" for 2 -yr event Inflow - 4.32 cfs @ 12.07 hrs, Volume= 0.302 of Outflow = 4.32 cfs @ 12.07 hrs, Volume= 0.302 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs , lid 19.5 Post - 4194 -nh Type 111 24 -hr 2 -yr Rainfall =3.00" Prepared by Nitsch Engineering Printed 1/21/2009 F;ydroCADO 8.51 s/n 000546 © 2008 HydroCAD Software Solutions LLC Paqe 4 r� r� f�l r�. l' CI F Summary for Pond DW: Drywell Inflow Area = 0.020 ac, 85,13% Impervious, Inflow Depth > 2.35" for 2 -yr event Inflow = 0.06 cfs @ 12.07 hrs, Volume= 0.004 of Outflow - 0.00 cfs @ 7.21 hrs, Volume= 0.000 af, Atten= 99 %, Lag= 0.0 min Discarded = 0.00 cfs @ 7.21 hrs, Volume= 0.000 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Peak Elev= 4.89' @ 24.00 hrs Surf.Area= 50 sf Storage= 151 cf Plug -Flow detention time= 346.0 min calculated for 0.000 of (12% of inflow) Center -of -Mass det. time= 112.9 min ( 900.7 - 787.8 ) Volume Invert Avail.Storage ##1 1.00' 113 cf #2 Q.00 41 cf #3 5.00' 31 cf 186 cf Elevation Surf.Area (feet) (sq -ft) 5.00 25 5.50 100 Device Routing Invert #1 Discarded 0.00` #2 Primary 5.45' Storage Description 6.00'D x 4,00'H Vertical Cone /Cylinder Inside #2 8.00'D x 5.00'H Vertical Cone /Cylinder 251 cf Overall - 113 cf Embedded = 138 cf x 30.0% Voids Custom Stage Data (Prismatic) Listed below (Recalc) Total Available Storage 1nc.Store Cum.Store (cubic -feet) (cubic -feet) 0 0 31 31 Outlet Devices 0.270 in /hr Exfiltration over Surface area 4,0' long x 4.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1,20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max =0.00 cfs @ 7.21 hrs HW =0.06' (Free Discharge) t--l=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW =0.00' (Free Discharge) t-2 =Broad - Crested Rectangular Weir ( Controls 0.00 cfs) �I ,I !I L i1 I� r� �j r� 19.5 -Post- 4194 -nh Type !1124 -hr 10 -yr Rainfall= 4.50" Prepared by Nitsch Engineering Printed 1/21/2009 FlydroCADO 8.51 sln 000546 O 2008 HydroCAD Software Solutions i..t.0 Paste 5 Time span = 0.00 -24.00 hrs, dt =0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor - Ind +Trans method - Pond routing by Stor -Ind method Subcatchment PR1: Proposed to East Runoff Area = 73,062 sf 74.76% Impervious Runoff Depth >3.60" Tc =5.0 min CN =92 Runoff =7.02 cfs 0,503 of Subcatchment PR2: Proposed to South Runoff Area =874 sf 85.13% Impervious Runoff Depth >3.81" Tc =5.0 min CN =94 Runoff =0.09 cfs 0.006 of Reach RE PR: (new Reach) Inflow =7.02 cfs 0.504 of Outflow =7,02 cfs 0.504 of Pond DW: Drywell Peak Elev =5.45' Storage =181 cf Inflow =0.09 cfs 0.006 of Discarded =0.00 cfs 0,001 of Primary =0.01 cfs 0.001 of Outflow =0.01 cfs 0,002 of Total Runoff Area = 1.697 ac Runoff Volume = 0.509 of Average Runoff Depth = 3.60" 25.11% Pervious= 0.426 ac 74.89% Impervious= 1.271 ac �I �J . -ll J 19.5- Post - 4194 -nh Type 11124 -hr 10 -yr Rainfall =4.50" -' Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADO 8.51 sln 000546 © 2008 HydroCAD Software Solutions LL C Paqe 6, Summary for Subcatchment PR1: Proposed to East Runoff = 7.02 cfs @ 12.07 hrs, Volume= 0.503 af, Depth> 3.60" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 -yr Rainfall= 4,50" Area (sf) * 54,623 18,439 73,062 18,439 54,623 Tc Length (min) . (feet) 5.0 CN Description 98 New parking and walk 74 >75% Grass cover, Good, HSG C 92 Weighted Average 25.24% Pervious Area 74.76% Impervious Area Slope Velocity Capacity Description ( ft/ft) (ft/sec) (cfs) Direct Entry, Summary for Subcatchment PR2: Proposed to South Runoff = 0.09 cfs @ 12.07 hrs, Volume= 0.006 af, Depth> 3.81" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 -yr Rainfall= 4.50" Area (sf) CN Description * 744 98 Walkway and Ramp 130 74 >75% Grass cover, Good, HSG C 874 94 Weighted Average A nn !JV A A 07q/ n A ,-,. ,. I'tAf /61 - erviollJ/•"rea 744 85.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Reach RE PR: (new Reach) [40; Hint: Not Described (Outflow = Inflow) Inflow Area = 1.697 ac, 74.89% Impervious, Inflow Depth > 3.57" for 10 -yr event Inflow - 7,02 cfs @ 12.07 hrs, Volume= 0.504 of Outflow = 7.02 cfs @ 12.07 hrs, Volume= 0.504 af, Atten= 0 %, Lag= 0.0 min Routing by Stor - Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs U - 19.5- Post - 4194 -nh Type/// 24 -hr 10 -yr Rainfall= 4.50" Prepared by Nitsch Engineering Printed 1/21/2009 r � FilydroCADO 8.51 s/i 000546 0 2008 HydreCAD Software Soluticns i_LC Pace 7 Summary for Pond DW: Drywell r I -yr even 0 Inflow Area = 0.020 ac, 85.13% Impervious, Inflow Depth > 3.81" for 10 li Inflow - 0.09 cfs @ 12.07 hrs, Volume= 0.006 of Outflow - 0,01 cfs @ 12.90 hrs, Volume= 0.002 af, Atten= 91 %, Lag= 49.7 min Discarded = 0.00 cfs @ 12.90 hrs, Volume= 0.001 of Primary - 0.01 cfs @ 12.90 hrs, Volume= 0.001 of Routing by Star -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs Peak Elev= 5.45' @ 12.90 hrs Surf.Area= 143 sf Storage= 181 cf .J Plug -Flow detention time= 304.3 min calculated for 0.002 of (35% of inflow) Center -of -Mass det. time= 160.0 min ( 935.1 - 775.1 ) Discarded OutFlow Max =0.00 cfs @ 12.90 hrs HW =5.45' (Free Discharge) r ` t-1= Exfiltration (Exfiltration Controls 0.00 cfs) 1 l - Primary OutFlow Max =0.00 cfs @ 12.90 hrs HW =5.45' (Free Discharge) t-2= Broad- Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.14 fps) ' ^ 1 i L� II Volume Invert . Avail.Storape Storage Description -7 ##1 1.00' 113 cf 6.00'D x 4.00'H Vertical Cone /Cylinder Inside #2 #2 0.00' 41 cf 8.00'D x 5.00'H Vertical Cone /Cylinder 251 cf Overall - 113 cf Embedded = 138 cf x 30.0% Voids #3 5,00' 31 cf Custom Stage Data (Prismatic) Listed below (Recalc) 186 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store r (feet) (sq -ft) (cubic -feet) (cubic -feet) L _, 5.00 25 0 0 5.50 100 31 31 1 Device Routing Invert - Outlet Devices #1 Discarded 0.00' 0.270 in /hr Exfiltration over Surface area #2 Primary 5.45' 4.0' long x 4.0' breadth Broad - Crested Rectangular Weir r Head (feet) 0.20 0,40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 L1 2.50 3 -00 3.50 4.00 4.50 5 -00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 1 I 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max =0.00 cfs @ 12.90 hrs HW =5.45' (Free Discharge) r ` t-1= Exfiltration (Exfiltration Controls 0.00 cfs) 1 l - Primary OutFlow Max =0.00 cfs @ 12.90 hrs HW =5.45' (Free Discharge) t-2= Broad- Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.14 fps) ' ^ 1 i L� II 19.5 -Post- 4194 -nh Type/// 24 -hr 100 -yr Rainfall= 6.40" Prepared by Nitsch Engineering Printed 1/21/2009 HVdroCADO 8.51 s/n 000546 O 2008 I-IvdroCAD Soffivare Solutions LLC Pacie 8 I Time span =0.00 -24.00 hrs, dt =0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH =SCS r1 Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method I Subcatchment PR1: Proposed to East Runoff Area = 73,062 sf 74.76% Impervious Runoff Depth >5.46" Tc =5.0 min CN =92 Runoff =10.39 cfs 0.763 of �I J Subcatchment PR2: Proposed to South Runoff Area =874 sf 85.13% Impervious Runoff Depth >5.69" Tc =5.0 min CN =94 Runoff =0.13 cfs 0.010@f Reach RE PR: (new Reach) Inflow =10.39 cfs 0.767 of Outflow =10.39 cfs 0.767 of Pond DW: Drywell Peak Elev =5.50' Storage =186 cf Inflow =0.13 cfs 0.010 of Discarded =0.00 cfs 0.001 of Primary =0.10 cfs 0.004 of Outflow =0.10 cfs 0.005 of I Total Runoff Area = 1.697 ac Runoff Volume = 0.773 of Average Runoff Depth = 5.46" .J I 25.11% Pervious= 0.426 ac 74.89% Impervious= 1.271 ac (J i , .1 l (' I 7 19.5- Post - 4194 -nh Type/// 24 -hr 100 -yr Rainfall= 6.40" Prepared by Nitsch Engineering Printed 1/21/2009 HydroCADQ 8.51 s/n 000546 © 2008 HvdroCAD Software Solutions LL C Page 9 i Summary for Subcatchment PR1: Proposed to East - - ,1 Runoff - 10.39 cfs @ 12.07 hrs, Volume= 0.763 af, Depth> 5.46" I� Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs r h Type III 24 -hr 100 -yr Rainfall= 6.40 I Area (sf) CN Description i , 54,623 98 New parking and walk 18,439 74 >75% Grass cover, Good, HSG C 73,062 92 Weighted Average 18,439 25.24% Pervious Area j l 54,623 74.76% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment PR2: Proposed to South j [40] Hint: Not Described (Outflow- = Inflow) Inflow Area = 1.697 ac, 74.89% Impervious, Inflow Depth > 5.42" for 100 -yr event Inflow = 10.39 cfs @ 12.07 hrs, Volume= 0.767 of Outflow - 10.39 cfs @ 12.07 hrs, Volume= 0.767 af, Atten= 0 %, Lag= 0.0 min r "} Routing by Star - Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs (1 Runoff = 0.13 cfs @ 12.07 hrs, Volume= 0.010 af, Depth> 5.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -24.00 hrs, dt= 0.01 his - Type III 24-hr 100 -yr Rainfall= 6.40" _� Area (sf) CN Description / 744 98 Walkway and Ramp 130 74 >75% Grass cover, Good, HSG C r . 874 94 Weighted Average 130 i4.of r VIVIIJ Area 744 85.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) -, 5.0 Direct Entry, ,I J Summary for Reach RE PR: (new Reach) j [40] Hint: Not Described (Outflow- = Inflow) Inflow Area = 1.697 ac, 74.89% Impervious, Inflow Depth > 5.42" for 100 -yr event Inflow = 10.39 cfs @ 12.07 hrs, Volume= 0.767 of Outflow - 10.39 cfs @ 12.07 hrs, Volume= 0.767 af, Atten= 0 %, Lag= 0.0 min r "} Routing by Star - Ind +Trans method, Time Span= 0.00 -24.00 hrs, dt= 0.01 hrs (1 19.5 -Post- 4194 -nh Type !Il 24 -hr 900 -yr Rainfall= 6.40" Prepared by Nitsch Engineering Printed 1/21/2009 HydroCAD® 0.51 s/n 000546 © 2008 HydroCAD Software Solutions LLC Paqe 10 Summary for Pond DW: Dryweff Inflow Area = 0.020 ac, 85,13% impervious, Inflow Depth > 5.69" for 100 -yr event Inflow - 0.13 cfs @ 12.07 hrs, Volume= 0.010 of Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.005 af, Atten= 18 %, Lag= 3.2 min Discarded = 0.00 cfs @ 12.12 hrs, Volume= 0.001 of Primary - 0.10 cfs @ 12.12 hrs, Volume= 0.004 of Routing by Stor -Ind method, Time Span= 0.00 -24,00 hrs, dt= 0.01 hrs Peak Elev= 5.50' @ 12.12 hrs Surf.Area= 150 sf Storage= 186 cf Plug -Flow detention time= 200.9 min calculated for 0.005 of (56% of inflow) Center -of -Mass det, time= 90.8 min ( 856.2 - 765.4 ) Volume Invert Avail.Storaae #1 1.00' 113 cf #2 0,00' 41 cf #3 5,00' 31 cf 186 cf Elevation Surf.Area (feet) (sq -ft) 5.00 25 5.50 100 Device Routing Invert #1 Discarded 0.00' #2 Primary 5.45' Storage Description 6.00 x 4.00'H Vertical Cone /Cylinder Inside #2 8.00'D x 5.00'H Vertical Cone /Cylinder 251 cf Overall - 113 cf Embedded = 138 cf x 30.0% Voids Custom Staple Data (Prismatic) Listed below (Recalc) Total Available Storage Inc.Store Cum.Store (cubic -feet) (cubic -feet) 0 0 31 31 Outlet Devices 0.270 in /hr Exfiltration over Surface area 4.0' long x 4.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max =0.00 cfs @ 12.12 hrs HW =5.50' (Free Discharge) ` I= Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.10 cfs @ 12.12 hrs HW =5.50' (Free Discharge) �t-2= Broad - Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.52 fps) r� I, r 'r 1J 1 r 11 11 I I� I I ri i i� I �I i� Massachusetts State Police — Troop B Headquarters Nitsch Project #4194 APPENDIX H SOIL EVALUATION Northampton, Massachusetts 1/12/2009 72 -HOUR DRAWDOWN CALCULATION A,t14 I 7 4 4 i k:( f. zeA rt •�r7 O •� i G ' , s ,7'19C .I�� , r Y.' -. ��ph�r {r. k o-1 ,� ¢ r , ��a n 749A S yr' ✓ � t r taofy�`� I L i . . � t 1 . .Y � 4 tT 5Y Cx,1 L f - r S } i•F �"a 1� r I I tir 9 fi - - 253Q v1 a �X <.� �i 7 '-1 iy J 7� O F .L LWI•: .d� ,'. r`^I ..� :try.` t1I. I� :.Y .- 7 '� )'r ?.jd ."yaai YI` :il Apt., 7 FF ry6�i4//ttcd F r r d �lr 'I �yt I - I _ ��I } t,, { dy:�yihlaat- ;t {u�y� [N , �., ' $ ;�, t � I II I I l -J I� III M CD O O O 0 N O D O M a N ca N ' r CL ' M a c rn w � c E .d U a a v to ,� O 0 t� '- Y a n co o ��ee aG.. 0 K E N C v1 co a wZ M UJ U U N Op M t� a C -:3 w 7 a a� � Z m C:, N fi w v d a C Q O Z N a E U 'o Z ° c `- a = a y 0 Q >, ca C a s 00 - C a ..'=J U n O O E >' ca a r- ° N O N a N Zi E O a) = � C d. a C E .n Z N N �` L '� `0 Q. O N [ Q y OE LL CL m w t- , � a E 03 0 U J l4 vi N L a C N ° c mU ro rn a o N o a o'rna,c r a min rna a is E O� TO r a O O 2 U) O= N V Q ❑ m -J2 ¢, A Z >' U 7 C a � a p m E 'D .2 O O a -p = V O O O fO 9 E 'N^ C a >, m y 'C - N o o, a ca a N v, N v 'o v m m =Em ra a a E od oo cn U a F- cn a cn o i- c� E o 'a F- N C N ' ° a 0 a U m of •[' o Z ' a U) c m c crs o w c ff R a z � a o o U � CL [! m 'm a 0.m E o >. O O a a w N m w In a 3 p O LX LY = O �• N L d T 7 L N .0 N ... N N O tV t0 Y O 0' O troO1 q�j a co O U O in a y A a e we 0 CL W d, a a n a c ; ° �_ o o a _ a _ a �, a o `O N t0 O r L o (n W N m o CL CL o o M Q M W Q C3 O T > > _ �° N a U C C > a =O �- (/, 'p LL. 3 a N O m m N N fa C U N a O a m a C - O "' o L N a q C O o m m U U Ca O J , a a c cn C/) cn in (n U) cn m a t M a � a O>{ d •o L.3 co m c q U) ZCS ��6d Soil Map— Hampshire County, Massachusett;�itral Part Map Unit Legend Troop B Headquarters, Northampton, MA US Natural Resources f 1°OR Conservation Service f l Web Soil Survey 2.1 National Cooperative Soil Survey I Percent of AO! 42.2% 12.3% 11.4%1 30.4% 3.7% 100,0% Hampshire County, Massachusetts, Central Part (MA609) Map Unit Symbol Map Unit Name Acres in ACt 253A Hinckley loamy sand, 0 to 3 percent slopes 12.7 600 Pits, gravel 3.7 711 C Charlton -Rock outcrop - Hollis complex, sloping 3.4 741A Amostown- Windsor silty substratum -Urban land 9.2 complex, 0 to 3 percent slopes 749A Windsor loamy sand, silty substratum, 0 to 3 1.1 percent slopes Totals for Area of Interest 30.2 US Natural Resources f 1°OR Conservation Service f l Web Soil Survey 2.1 National Cooperative Soil Survey I Percent of AO! 42.2% 12.3% 11.4%1 30.4% 3.7% 100,0% r Hampshire County, Massachusetts, Central Part Version date: 6/11/2008 11:56 :58 AM 741A -- Amostown- Windsor silty substratum -Urban land complex, 0 to 3 percent slopes 1 Map Unit Setting • Mean annual precipitation: 40 to 50 inches r Mean annual air temperature: 45 to 52 degrees F • Frost -free period: 120 to 240 days Map Unit Composition • Amostown and similar soils: 35 percent Urban land: 25 percent Windsor, silty substratum, and similar soils: 25 percent • Minor components: 15 percent Description of Amostown setting ' = Landform: Deltas, outwash plains, terraces Landform position (two - dimensional): Summit, footslope `` • Landform position (three - dimensional): Tread 1 Down -slope shape: Convex • Across -slope shape: Convex 1 e Parent material: Friable sandy glaciofluvial deposits over silty glacioiacustrine deposits Properties and qualities • Slope: 0 to 3 percent • Depth to restrictive feature: More than 80 inches • Drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.60 in /hr) • Depth to water table: About 18 to 36 inches • Frequency of flooding: None • Frequency of ponding: None • Available water capacity: High (about 9.3 inches) = water capacity: High (about 9.3 inches) Interpretive groups • Land capability (nonirrigated): 2w Typical profile = 0 to 7 inches: Fine sandy loam • 7 to 32 inches: Fine sandy loam • 32 to 60 inches. Stratified very fine sand to silt loam r r� i Jl _. Nitsch Engineering 11 Forrrm S3 -C: Standard 3 — Recharge 72 -Hour Drawdown Calculation Project Name: State Police Troup B Headquarters Nitsch Project #: 4194 �I 1 Location: Northampton, MA Checked by: Prepared by: CRC Sheet No. 1 of 1 Date: 7121/08 INSTRUCTIONS: (+ 1. In 'Method' Column, Click on Blue Cell to Activate Drop Down Menu l ; 2. Enter the "Required recharge Volume" (in cubic feet) in Blue Cell for the appropriate chosen Method 3. Enter the Bottom Area (in square feet) in the blue cell as the maximum infiltration surface area. Do not r 1 use sidewalls. l 4. For "Dynamic: In -Situ Method" ONLY (if other go to 5b) Enter hydraulic Conductivity Rate in Blue Cell 5. In 'Texture Class' Column, Click on Blue Cell to Activate Drop Down Menu Step No. I Method: Static ! Required Recharge 2 Volume (in cubic feet): 27 Bottom Area (in 3 square feet)l 50.27 Satura ... te ..d _ :....:::.; ,. l ONLY - If using Dynamic: 4 In - Situ Method - -> Enter H,ytlraul Hydeaulic CcjnclLictivity Hydraulic Conductivity Conci.UOtivity..Rate: 4a Rate I 0 I�fRCS'H Infiltration R to Text0re.Class So tl_Groiap: { ; (Inches /Hciur 4b Slit Loam _ C 0.27 —� Hours T imedrawdown 23.87 72 -Hour Drawdown Requirement Check: OK l I:1St0rmwater\Temptates\Form S3 -G i Massachusetts State Police — Troop B Headquarters Nitsch Project #4194 APPENDIX I C Northampton, Massachusetts 1/13/2009 STORMWATER OPERATIONS AND MAINTENANCE PLAN LONG -TERM POLLUTION PREVENTION PLAN Stormwater System Operations and Maintenance Plan I Project: Massachusetts State Police Security Upgrades, Troop B Headquarters Location: Northampton, MA Owner: Division of Capital Asset Management (DCAM) One Ashburton Place Boston, MA 02108 Client: Earth Tech, Inc. Date: July 21, 2008 Prepared by: Nitsch Engineering, Inc. C j 186 Lincoln Street, Suite 200 Boston, MA 02111 -2403 (617) 338 -0063 Prepared for: State Police Troop B Headquarters 1. Stormwater management system owner: DCAM 11. Parties responsible for O &M: DCAM Ill. A schedule for O &M: See below Nitsch Project #4194 IV. Routine and non- routine maintenance tasks to be undertaken during and after construction: See below V. The stormwater management system shall be inspected the first year of operation after large rainfall events (all storms greater than 0.5 -inch in 24 -hour period) to verify functionality. Vi. All material removed during the cleaning operations shall be disposed of in accordance with applicable guidelines and regulations. VII. All post construction maintenance activities will be documented and kept on file and made available upon request. Vlll. The drainage system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants (including silt) from entering the resource areas or the existing closed drainage system. I Part IV: Repair of the System The drainage system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants including silt from entering the existing drainage system and the downstream wetland resource areas. (i Part V: Reporting J The owner shall maintain a record of drainage system inspections and maintenance. Attached is a prototype of an inspection /maintenance report to be used. Stormwater Operations & Maintenance Plan Nitsch #4194 January 13, 2009 Page 3 o1`4 n 1 Part 11: Maintenance of the System f Maintenance Schedule during Construction l_ Sediment Inspection Maintenance Maintenance Control Thresholds Action Weekly and after large Erosion control storm events (more than If integr of the Restore the integrity of the ,, silt fences, . 0.� � inch of rainfall in 24- syste►�n is compromised system and/or ha bales y hour period) clean sediment out r Weekly and after large I storm events (more than When sediment is Clean sediment out Dry Well 0.5- inches of rainfall in observed in dry well I r 24 -hour period) Weekly and after large If sediment is greater Sweep /clean Adjacent storm events (more than than 1/2 inch in any sediment from l Roadways 0.5- inches of rainfall in area of the paved street J 24 -hour period) surfaces After all slopes have been fully stabilized all erosion control measures shall be cleaned out. All temporary erosion control measures shall be removed. i Post - Construction Maintenance Schedule r - Sediment Inspection Maintenance Thresholds Maintenance Action Control I rl Semi and after large storm events (more Sediment is observed Clean sediment out D Well Dry than 4.0- inches of rainfall 1 in Dry Well ` in 24 -hour period) r Prepare and maintain a report for each semi- annual inspection of the Stormwater Management System. Part IV: Repair of the System The drainage system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants including silt from entering the existing drainage system and the downstream wetland resource areas. (i Part V: Reporting J The owner shall maintain a record of drainage system inspections and maintenance. Attached is a prototype of an inspection /maintenance report to be used. r - � I� Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts Nitsch Project 44194 1/ 2/2009 n Long -Term Pollution Prevention Plan l I ;Good housekeeping I� • Sand piles should be contained and stabilized to prevent the discharge of sand to the wetlands • Litter and debris should be picked up when observed • Trash receptacles shall be conveniently located along pedestrian walkways Material Storage 1 Hazardous and toxic materials shall be stored in tightly lidded containers under cover or inside 1 Store hazardous and toxic materials in original containers with clearly legible labels • Separate and store hazardous and toxic materials apart from each other as recommended by the r 1 manufacturer 1 Do not mix materials unless specifically in accordance with manufacturers recommendations. • Use all products from a container before disposing of the container. Dispose of container according to r applicable regulations l Follow manufacturers' instructions for handling, storage, and disposing of all hazardous and toxic materials • Material safety data sheets will be kept onsite and be available. • Brandeis University currently handles hazardous and toxic waste removal for other buildings ` • Brandeis will develop a hazardous and tonic waste removal plan for this building Waste Materials • Keep products in their original containers • Original container labels should be clearly visible • Follow all local, staie, and Federal regulations regarding the handling, use, storage, and disposal of hazardous material • Garbage shall be stored in tightly lidded containers in a specified area under cover • Recycling program shall be expanded to include this building Vehicle washing All vehicles shall wash off in designated areas, prohibiting runoff from entering the stormwater system. Routine inspections and Maintenance of stormwater I3MPs • Catch basins with deep sumps should be cleaned out • Four times per year, or • Whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin • Infiltration basins should be inspected • After every major storm during first 3 months of operation, and • twice a year thereafter, and • when there are discharges through the high outlet orifice. Spill Prevention and Control Plan Massachusetts State Police — Troop B Headquafers Nitsch Project #4194 FA J7-�j Northampton, Massachusetts 1/13/2009 EROSION AND SEDIMENT CONTROL SPECIFICATIONS 1 Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1/12/2009 SECTION 02370 SEDIMENTATION AND EROSION CONTROL „ PART 1 —GENERAL L ' 1.1 GENERAL PROVISIONS n A. Attention is directed to the CONTRACT AND GENERAL CONDITIONS and all SECTIONS within l DIVISION 1 — GENERAL REQUIREMENTS, which are hereby made a part of this section of Specifications. 1.2 DESCRIPTION OF WORK A. Work Included: Provide labor, materials and equipi�nent necessary to complete the work of this r Section, including but not limited to the following: 1. The work of the Section consists of all sedimentation and erosion control, wetland protection, and related items as indicated on the Contract Drawings and/or specified herein and includes l but is not limited to the following: a. Silt fence. b. Hay bale barriers. C. Temporary covers for drainage structures. d. Temporary protective soil coverings, 2. The Contract Drawings indicate the minimum requirements for sedimentation control. The Contractor shall install all measures needed to control sediment and erosion as required by the Contractor and Sub - contractor's construction methods and operations, the conditions, and as directed by the Engineer. B. Related Work: The following items are not included in this Section and will be performed under the designated Sections: 1. Section 02300, Earthwork for excavation, backfiii and compaction requirernerlts. 2. Section 02630, Storm Drainage for drainage systems requirements. 1.3 SUBMITTALS F J A. Refer to SECTION 01300- SUBMITTALS for submittal provisions and procedures. J 1. At least 20 days prior to the start of the project, the Contractor shall submit a Pollution Prevention Plan (SWPPP) indicating project phasing, Contractor operation areas, work areas, stockpile locations, construction staying /sequencing, and sedimentation /erosion control measures to be used. 2. The Contractor shall provide the following samples and /or submittals for approval. Do not order materials until approval of samples, certifications or test results has been obtained. r Delivered materials shall closely match the approved samples. a. Siltation Fence: Submit manufacturer's literature, material specification, and installation instructions. �I b. Mulch Material: Submit one cubic foot sample(s). iJ SEDIMENTATION AND EROSION CONTROL 02370 -1 PART 2 — PRODUCTS 2.1 SILTATION FENCE A. Siltation fence shall consist of the following elements: Fabric for siltation fence shall be a minimum width of 3 feet and conforming to the following criteria: MINIMUM ACCEPTABLE Fabric Properties Value Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1/12/2009 124 Owner. I I B. The Contractor shall fill out all pertinent information within the SWPPP. I� C. The Contractor shall locate the EPA "Notice of Intent for Storm Water Discharges Associated with 300 CONSTRUCTION ACTIVITY Under a NPDES General Permit." (NO1) form in the SWPPP. 'The r l Puncture Strength (1 bs) Contractor is responsible for filing his /her copy of the NOI at least 2 days prior to the start of any ASTM D 4833 construction activity and placing a signed copy along with proof of mailing in the SWPPP. D. The Contractor is also responsible for obtaining the Owner's filed copy of the NOI form and providing l J proof of mailing and placing it in the SWPPP. E. The Contractor is responsible for filing in the Contractor and Sub - Contractor information in the areas �I indicated within the SWPPP and for completing the Contractor's Certification portion of the SWPPP. F. The Contractor is responsible for maintaining the following records on site: (� 1. Completed SWPPP as indicated in sections B, C, D and E iT - - 1 SEDIMENTATION AND EROSION CONTROL 2. Completed Inspection Reports 02370 -3 3. Completed Maintenance Reports 4. Construction Activity Reports [) 5. Spill Records 6. Other Materials relevant to the NOI Permit and SWPPP 7. A copy of the Notice of Termination G. The Contractor is responsible for filing a Notice of Termination once the project has been completed and is permanently stabilized. Stabilization is complete when all temporary storm water and erosion controls have been removed, all permanent storm water and erosion controls are in place and least 70% viable. iJ functional and all vegetated areas are at H. All labor, materials, equipment and services necessary to make the work comply with the above 1 requirements shall be provided by the Contractor without additional cost to the Owner. PART 2 — PRODUCTS 2.1 SILTATION FENCE A. Siltation fence shall consist of the following elements: Fabric for siltation fence shall be a minimum width of 3 feet and conforming to the following criteria: MINIMUM ACCEPTABLE Fabric Properties Value Test Method t.� Grab Tensile Strength (lbs) 124 ASTM D 4632 Elongation of Failure ( %) 15 ASTM D 4632 Mullen Burst Strength (PSI) 300 ASTM D 3786 r l Puncture Strength (1 bs) 65 ASTM D 4833 J Flow Rate (gal /min /sf) 10 ASTM D 4491 Apparent Opening Size (sieve) 30 ASTM D 4751 r� Ultraviolet Radiation (% strength retained) 70 ASTM D 4355 2. Use only commercially available fabric that is certified in writing by the manufacturer for the purpose intended. lJ iT - - 1 SEDIMENTATION AND EROSION CONTROL 02370 -3 (7) (� Massachusetts State Police Troop B Headquarters Northampton, Massachusetts — Nitsch Project #4194 1/12/2009 the intended use and certified in writing by the manufacturer for the purpose intended. e. Erosion control matting shall be "Soil Saver" manufactured byJim Walls Co., Dallas, TX; "Heavy Duty Jute Mesh" manufactured by Lewis International Corp., Springfield, n NJ or approved equal. IL � PART 3 — EXECUTION �I 3.1 GENERAL REQUIREMENTS l A. The Contractor shall provide suitable and adequate means of sedimentation and erosion control n during construction. Control measures shall prevent all erosion, siltation and sedimentation of J waterways, drainage systems, construction areas, adjacent areas and off -site areas. Work shall be accomplished on and/or adjacent to the following work areas: �I 1. Earthwork stockpiles and on -site storage and staging areas. 2. Cut and fill slopes and other stripped and exposed graded areas. 3. Constructed and existing swales and ditches. 4. Unestablished lawns and seeded embankments. B. Means of protection as noted on the Contract Drawings indicate the minimum provisions necessary. Additional means of protection shall be provided by the Contractor as required for continued or unforeseen erosion problems, at no additional expense to the Owner. �l C. Periodic maintenance of all sediment control installations shall be provided to ensure intended purposes are accomplished. Sediment control measures shall be in working condition at the end of each day. D. After any significant rainfall, sediment control devices shall be inspected for integrity. Any damaged device shall be corrected immediately. E. The Contractor shall provide adequate means of control of runoff, as to not detrimentally impact downstream conditions during construction. The Contractor shall plan his operations so that permanent drainage mitigation systems such as detention /retention /infiltration basins and chambers are in place and properly functioning prior to connecting upland drainage flows to these systems. The Contractor shall plan his operations such that downstream drainage mitigation measures are in place and functioning before attempting to tie in upgradient drainage systems. F. In the event that the Contractor is unable to sequence the work so that construction of the permanent drainage mitigation systems precedes the upland work, then the Contractor shall submit a plan indicating his proposed methods of otherwise controlling runoff from the site. G. The "Massachusetts Erosion and Sedimentation Control Guidelines for Urban and Suburban Areas" r should be consulted as a guide for the selection and installation of Best Management Practices to suit the conditions encountered. 3.2 SILTATION FENCE _J A. Install silt fence, well- staked at maximum eight -foot intervals in locations as shown on Contract Drawings and as directed. Staking shall occur on the. disturbed area side. B. Secure fabric to posts on upstream side and bury fabric end within a 6 -inch wide by 6 -inch deep cut -in trench. Wrap the fabric bottom around the inside of the trench and backfiil excavated soil into the fabric pocket to anchor the fence fabric. SEDIMENTATION AND EROSION CONTROL 02370 -5 Massachusetts State Police — Troop B Headquarters Northampton, Massachusetts Nitsch Project #4194 1/12/2009 fifty and seventy -five (50 -75) pounds per linear foot of roller. The finished installation of matting shall be firmly in contact with the seeded area and provide a srnooth, finished appearance free from lumps or depressions. B, Install erosion control matting as a temporary ground cover in all disturbed or graded areas subject to erosion and as directed by the Engineer. The temporary ground cover shall protect the site from erosion until a full permanent lawn can be installed. Install and anchor in place temporary erosion control matting in accordance with manufacturer's printed instructions or as directed by the Engineer and remove all temporary erosion control matting prior to installation of a permanent lawn. C. Inspect protective coverings periodically and reset or replace materials as required. 3.6 REMOVAL AND FINAL CLEANUP A. Once the site has been fully stabilized against erosion, and with the approval of the Owner's Representative remove sediment control devices and all accumulated silt. Dispose of silt and waste materials offsite. Regrade all areas disturbed during this process and stabilize against erosion with surfacing materials as indicated. END OF SECTION 02370 SEDIMENTATION AND EROSION CONTROL 02370 -7 Massachusetts State Police — Troop B Headquarters Nitsch Project #4194 APPENDIX K PLAN LIST: Northampton, Massachusetts 1/13/2009 E -1 TROOP B EXISTING CONDITIONS PLAN C -1 TROOP B HEADQUARTERS SITE PLAN PLAN SET" n Nitsch Engineering www.nitscheng.com 186 Lincoln Street, Suite 200 Boston, MA 021 1 1 -2403 T: 617- 338 -0063 F: 617- 338 -6472 January 23, 2009 Mr. Paul Wetzel, Chairman Northampton Conservation Commission 210 Main Street, Rm. 11, City Hall Northampton, MA 01060 RE: Nitsch Project #4194 Massachusetts State Police Security Upgrades Troop B Headquarters Northampton, MA Dear Chairman Wetzel and Members of the Northampton Conservation Commission: Nitsch Engineering has prepared the enclosed Notice of Intent (NOI) for the improvements to the Massachusetts State Police Troop B Headquarters on behalf'of the Division of Capital Asset Management (DCAM). The project will include installation of bollards and lighting within the 200 -foot Riverfront Area, and construction of a pedestrian ramp and walkway for ADA accessibility outside of the 200 -foot Riverfront Area. A portion of the proposed bollards and lighting is located within the Riverfront Area of Halfway Brook, as defined by the Massachusetts Wetland Protection Act. The NO1 includes a USGS quadrangle map, Stormwater Management Calculations, Stormwater Management Forms, Operation and Maintenance Plan and Site Plans. No work is proposed within 50 feet of the Bank or first 50 feet of the Riverfront Area of Halfway Brook. The proposed improvements include the installation of bollards within the 200 -foot Riverfront Area to about 160 -feet from the Riverfront. The construction of the light poles and conduit will be within the 200 -foot Riverfront area but not more than 65 feet to Halfway Brook. A pedestrian ramp to allow wheelchair accessibility to the building will be constructed outside of the 200 -foot Riverfront Area. Construction of the proposed pedestrian ramp and walkway increase the impervious area of the site by 883 square feet (sf) from 54,484 sf to 55,367 sf. The peak rates and amount of stormwater runoff . from the site will be reduced by the proposed dry well and surface detention area. The following table is a comparison of the rates of runoff from the site in pre and post - development conditions: 2 -Year Storm Event Runoff to Wetlands Pre - development Rate of Runoff 4.37 (cubic feet per second - cfs) Post - development Rate of 4.32 Runoff (cfs) Reduction in Runoff Rate (cfs) 0.05 10 -Year Runoff to Wetlands 7.10 7.02 0.08 100 -Year Runoff to Wetlands 10.51 10.39 0.12 The October 1, 2006 Massachusetts Natural Heritage Atlas indicates an Estimated Habitat of Rare Wildlife along the brook. No work is proposed within the estimated habitat. An Operation and Maintenance Plan has been prepared and included with this filing. The Operation and Maintenance Plan includes provisions for stopping sediment transport from the site both during and after construction activities. Civil Engineering Land Surveying Transportation Engineering Planning GIS Services Mr. Paul Wetzel: Nitsch Project #4194 January 23, 2009 Page 2 of 2 Nitsch Engineering is requesting to be placed on the agenda for the next available Conservation Commission public hearing for this NO]. We would also like to request that if at all possible a site walk be scheduled in advance of the hearing. We look forward to speaking with you at the public hearing. If you have any questions, please call me. Very truly yours, Nitsch Engineerinp, Inc. eP lseaR.hris enson, PE, LEED ® AP Senior Project Engineer CRC /mmn Enclosures: 9 copies of the Notice of Intent Check #034884 for local filing fee I: \4194 \N0l\2 -cover letter f Nitsch Engineering www.nitscheng.com 186 Lincoln Street, Suite 200 Boston, MA 021 1 1 -2403 T. 617- 338 -0063 F: 617- 338 -6472 January 23, 2009 Natural Heritage and Endangered Species Program Attn: Regulatory Review Massachusetts Division of Fisheries & Wildlife North Drive Westborough, MA 01581 RE: Nitsch Project #4194 Massachusetts State Police Security Upgrades Troop B Headquarters Northampton, MA To Whom It May Concern: Nitsch Engineering is submitting a Notice of Intent (NOI) for improvements to the Massachusetts State Police Troop B Headquarters on behalf of the Division of Capital Asset Management (DCAM). The project includes installation of bollards and lighting and construction of a pedestrian ramp and walkway for ADA accessibility The October 1, 2006 Massachusetts Natural Heritage Atlas indicates an Estimated Habitat of Rare Wildlife along Halfway Brook. While no work is being proposed within the estimated habitat, minimal work is proposed adjacent to it. No work is proposed within 65 feet of Halfway Brook, and there will be no new stormwater discharges to the brook. A plan of the proposed work is included for your reference. If you have any questions, please feel free to contact us. Very truly yours, Nitsch Yngineering, Inc. Isea R. Christens E, LEED ® AP Senior Project Engineer CRC /mmn Enclosures I: \4194 \1NIOI\NHESP Letter Civil Engineering Land Surveying Transportation Engineering Planning GIS Services 79 2 .0 ;� ` 79 7 ZONING SETBACK k 797 � � 9 � \� \ SR SUBURBAN RESIDENTIAL 0 -X, DISTRICT �\ \� 79, '79 7 89 7 \ \ \ XIS A 11 793 MOM 6 193' 79 ---1 94-- - 7 , ; 9 � � , rT / .6 9 x .,\ o 1 v C 14,11"U& s in `�'� � � � i 9 0 C QIV U0 195.0 .6 _X16 j W 0 0'6- �� <�� 19 4X1 14"II�c 9 � /� A R E A ` j 9 � Al � � I' -- _. - - � EWER N4.P 194x6 4. STATION 3627194. 7 78 / � \ y jg & 9 7 R- 196. 0 * � • 20 19 5 (1�j 9 -N. �q ?: 19 49 7 795 Z z: -195- -" „�� S__61.7 C� 95x4 9 89 / � �.� 2 7 961 �i 0 0 9,5 7 8;� � � 195.3 �8S 2 R= 196.20 D 0 0 R S 1 96x3 HH 0/ 7 79 �� \\ ' S 9 . � � ,�;,'K� � � � X 7 GG _1196- "196.25 S 7 9 ► 196.6 1 96x1 96X1 9 R ='l_*� `�Z .0 7 W 0 0 D E D X� PROPANE 8 78 196 \ � � / � A R E A � 9� 9> TANK 8 ko , C� R-197.01 - 1 - 786, _ / \ 19 X8 196 19 6.>6 17 78 24)) S R-1 95.84 78 1 96, J 6 � � � --,�� \ �9� � / ' - - / � � ' F` � � 5, 7 9 // B I T U M 11 N 0 U S 6 1 6 to -11 7 - �� 19 X8 C 0 VC R E T E .6 , \ � \ \ \� \ �S 0 � � � CP S R=194.04 �� 92 �� 1 8 7 < 1 6k_ -C 641 C 79 7 9 2-�8 R E TE� 199.3 -,-- Q b 79 7-- P A D /I 9Q-I < 3 � \ �� lV9 x4 0 z\ 1 19 9�<5 1 2 12 (:q C/) FT� 24 0 17 C� \ - o '(� � y � � 4 00 U0 R Zl 9 5.,46 19 rN, �, � C� ,,>I 99. /'CONCRET 7 00 r 24 10,000 GALLON P A-D, 1\�L � �n `9 t) 199.p UNDERGROUND GAS TANK ( �� \ �, ' � N N N 0 ----1 0 1 x 12 / WIG � � � /��I� 0) (RECORD LOCATION) W 0 0 D E D � � � 0 �,9 - 1000 CALLON ky 70 19 9.>4 9 A R E A � � � �� \� 0 -1, U DERGROUND 18" / jR ) �, 12 FU OIT TANK / -- � . g cP /m Rl 0 \T P 0 2M<3 Z 1-1 R 31 (OF Uv B I T U M I N 0 U ��b R 2 SEWER T A i R3 �_o C 0 N C R E W 0 0 D E D FIRE 7 CLEANO �2 �� X 91 7 9 A R E A 0.1 9 -ESCAPE R30 z / ee R 2 9 OVERHEAD FL �001 F> 'A Rj i N c� ,,, tx - �0 LOT 's � � % / R-20.00 29 /X 500 GALL Z "x z L = 53 . 64 1,- 1 58, 97 S / / R4 0 l/ Ir /9 IT-) / 7 �/ z NDERGROUND DVEP�eH )eH 3.65 ACRES -/R 1,9/3.4 � ' ' >> � � i ,� � /// � VV� �,� / D�� /� 8 GAS TANK S /�G / i / // /�/ /�/� e A JDO O S 00. z x ��i // /T / // / j0 I C) - � \ -f-1;P \ N'��190.00 J�� _;�� Z -4 z (6 ROOF v C 193x1 6 /�" // 0 lz 1;�+J_ Z OVERHANG \ \ 0 0.0 CONCRET BITUMINO S FIRE 7 -11 �1� WG x5 01 z A q ?15 200 li�b �L 196.34 2- 24 X7D ESCAPE 127 U ' D o �T Ii O +d A o �� j 7 OVERHEAD 11:Y_ R27 � 8 5 /�/ 0 6 K b � � � R2 7 o7 X5.9 ) -200.49 C§ R 0 0 wo O� .6 1 2 �� 3 . 08 6 AM ItK - I INV= . R7 "PVC) Ul Y 200.7 201.1 '1� 0 S T M P x :11 D R25 �� \ � > 1 + Q0 III S IS ) I 1� /�%� I W G Q1_1 � / � S 10 >41 Y 5 ' 1_� � %// &�, M,//, R8 (24" 1 \ P 94.8.1- 0vv R24 � \ 195X �j 6� � 6� � o o + SE WER K 9 5'1 x CLEANOUT 0 1> 7D ' / � I � ;7 D 7 6 �o � � x O ,5 / i ' 2 J 19 4?4 / - / �y // /�/ // ��/ S t 0 5 ;P � ,,, 19(6 X4 / 7 , 7 195.0 S >z 1-9 �' / �� i// // � / / /�� /� � R-200.68 �� GENrRATO ON p�/ �/, �/ �� /% � /�/ � CqNCR T x, C' � C, ; 12 7 9 9 9 '19 Q0 19 1 tx Q & R22 Co Rl Z co 0 0 z 9 S W 0 0 D E ID � � � 21 'k` A R E A x 7 8. 105 0 7 / 7 0 R12 ii 0 4? R20 WSTLAND FLAGS DENOTE 1 BANK AND MEAN ANNUAL R, 3 0 20 50 00 HIGH WATER > / r (NO BVW FOUND) j / / ! SCALE IN FEET I � R19 FOR PERMITTING ONLY - NOT FOR CONSTRUCTION � � � \ \ ;� R14 REVISIONS MASS. STATE PROJECT NO. EPS 0401 HC2 � \ �: - � MASSACHUSETTS STATE POLICE SECURITY UPGRADES R18 N DESCRIPTION DATE _ � R15 Much Ensk rin g THE COMMON WF EALTH OF MASSACHUSETTS ime DIVISION OF CAPITAL ASSET MANAGEMENT PROJECT: 100679 DRAWIN. Q: TROOP B EXISTING CONDITIONS PLAN 4 �� 4 , 555 NORTH KING STREET NORTHAMPTON., MASSACHUSETTS :"f 4- 24W R 6 R17 F: (617) 3M-647.2 0A F_r*Aw"!9 Land Suroevk,* T Flmnft GIS Servlws 38 Chaunc Street, Suite 1001 DRAWING NO E arthTech Boston, Massachusetts 02111 Phone; 617482-4835 A tqG0 kbimatimal Ltd. Comm"Y Fax: 617-482-0642 Eal DRAWN: CRC SCALE: 1"=201 CHECKED: JRB DATE: 01/12/2009 0 79 7 19 3, 0 \ \ .\ 19 \ 9 \ \ \\ 7 9, 4 — - --- T S 9 �t. 1 e l Sr�Rq �\\ -x 90 200. 1 9 5. a 00 c �� _ • 6 9 �. \ N �ql s - -`�''0 •lip W 0 0 D f_. 194,E \ - F� A R E A z `--�� -�6 ( -_ \ 8 19 4x6 k --- _ ` - --, \ ---- — - EWER PUMP STATION / 1 9c� tp �� \ 7 / s �` 8 9 R - 96.04 a - X 7 19 5 / 7 . � 1 1 9 49 9 � -- \ _.. � iD 6 � / / 196 95.3 METAL ACCESS 7g / / - 3 196.20 DOORS \, 0 / ;/ / 7 \ 19 6x3 \ H H + S BENCHMARK 1 / / 9 \ CG , ` -- --"� 96 X 19 - -5 CHISELED SQUARE ON S \ \ ► 9 6 x o 9 6 196x? x.1 \ 79 LIMIT OF W N C R E TE PAD - " / \ q \� -. W G 0 D E D \ 19 6 1 9 PRO�'A EL ATION '95.85 (NAVD88) \, / 9� . \ 1 8 -,- \\ �� 78 0 A, P E A RADIO/ / _---- \ , Oj� 1 R =1 bA_kF( �NTRY 7` - -� / \ \ 8 a ,.-- - \�\ \� \ -�.� �` X Q ` 1 9 X '\ 1 BUILDING �~' 1 \ 196k \2 S i 9 6X6 (APPROX. 5.84 R =19 \ �- LOCATION) \ r 9 61-_ J 19 5x6 -- / `96 t,� \ �. / --- __- B i T U M U S \\ 9 Q.Q (, �- � - 19 x8 �, � C 0 R E S = 4 / / \ 9 92• ` '� `''� .'• I S R 194.0 \ } .� 1 6 ?2 '� CRETE S 1g 9 2 P AD j , g 10 � 9 9X \ �D t \ ` 8�5 / 0 1 �- sw�L 24 'ER =�'i 9 r;I.A6 1 0 �. -, / ) r' -' T „ PROPAN _ MAINTENANCE BUI N 7 0 -. • ''` I1 , AR 9 2 4 • p APPROX. LOCAT ) 0 O C '" I F -'� X199. i �� ,--� 1� UND ERGROUND GAS / \ 1 \ 9 a /o• ,ll/ 11 % W ?` r 12 1 c �,. c� (RE�,O�?D L0C N \ _ -4 � /l/ li W 0 0 D L- D r {\, ✓ /� /'� i / _ \ / \ ^ 1 ''' - - �/f / / l i `. 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C ''�.�)�{�J1}w{��`j/./��/� � N . 2956260.96 `J •-- j �� ' ('- ' F ` /, i �� L� 1 �i V E E: 347993.3 R = 3. 4 J • - -' ` // /� y ,fig T FTON / S RS Xz ROOF VC) �! -- 20U \ : f- 0 V R H A N G a O U^ , r N C'R E `� e' \ E i R E - 1 u -- 1 ` / o , OVERHEAD .� r \ 200.3 T , . - / Lr \\ , `� ' % ;� / '/ ,/ � o �' 2 � �+ , . \ \ r � - / � ., g f / /� / �� .� -- R6 R 2 6 TRO 20.3.49 CLERK' 0. 7i / ' \� OFFICE/ �� • � , � � ,� � � S� • �--� " \ / � HOT LA 2 � �/ / � �/,/� • J - DRY WELL • (� 9 DK . "� /'� �/ � R It I N V — 3.08 ,� � RIM TM, 1 7 / � 0 � EA x � y . � � ��.- ,,-` / / / cJ PVC ) R 2 5 d 2 0 0.? d� L , / //� / / 1 ( B OTTOM O ( PRO 3 � � • � � / � 0 I I I + \ B E A 3 S 1> 0 � \ � • •� DEPR�SIORC Q � � • J � / � � � /�/ 2 1 1 ,/ BUILDI (` • 0 �j / TE 0 19 48 6 I 26�30�1RDS � � �� S = 200.50 I g� �-' � / � � 24 FRAME & GRA . z NP RIM TO GRADE / 4- ' � � // � V� - M OTOR FRAME TO BE SET IN C ) 19 5 x `L' // /� / / / / / / FL .o o > �\ / g / / / / / / R 2 4 SEWER '�/ / / / 00 8' NT MOTOR BED M A X CLEANOUT M Q / � 9 �j� \ ►� . �� FULL CE X. \ Or • Tp \ ,> \ �j ,• / R 2 3 FINISH C. � J � � U' � � --�.. � . '� � � � ADJUST TO FINISH GRADE WI ` - FENCE POST U GRADE `� . / I - S OF MOTORED BRICK - - _ - 0, x 0 5 S c� . 2 0 Q 19 4?�A / // / COURSE _ - \ S �j \ - i - ( / .• / / / r , , r.. 2 COURSES -MIN., 196 �4 --- ./ .• ►.°' / /� / / // / l 1 � � . , �,� ° • ( l 195.0 / + ..- (� � //� /,{ � $/ 4 COURSES-MAX.) R- 200.68 Q k�� / /22 GENRATO 0 / / // / �, 80E C NCR T O 0 0 0 °� �% , // � //� Rg , , - •�"0"0�0"O" 0 • ,�, 0 0 0 0 0 0 0 0 0 0 PA �0 6' �, ( / /// / / o 0 0 0 0 0 0 0 0 / � �s . � � � / / / // 0 0 0 0 . o a o o O o •. �, �' •o� � � � �,.; i , / /// /, /� / �N o 0 o o o 0 0 o 19 9� 9 6 , / /,/ /, ,� -, a O O o O O �- .d i // /// / 0 0 0 0 0 0 0 0 0 - - �_ 19 9.1 � / // // / / O o 0 0 o 0 0 0 0, 0 z y 19 1 �. } ,, / / / /// 0 R22 A O o a o 0 0 0 0 0 SISTANT POLYPROPYLENE �� 0 / / / UV RE � 0 Co 'k / R 1 0 - O O O O O O O O O ENVIROFENCE BY MIRIFI O �j �� Q . �, / /�/ / / O o 0 0 0 0 S --� �' � / / // // /// 0 0 0 WE 0 PERSPECTIVE VIEW �•o O > // / o a c� O v O 'v O v " G �Q 0- � '� '�� /� '• �/ O o O O O O a O 0 18 c i 0 o a o 0 0 0 0 UV RESISTANT POLYPROPYLENE �i `� • i O O O O O a o O O . " " N W �1 j / �� > R1 .� o o a o 0 0 0 0 0_ ENVIROFENCE BY MIRAFI FENCE POST 9 S - . W O O D E D OR EQUIVALENT 21 O 0 0 O O O O O 0 GEOTEXTILE SPACED L • ' '9 tS `� '° \ •• A P E A .D 0 O 0 D � O 0 � o 0 � on0n0 0o ,�, x g . \ � � � � � � � � FILTER FABRIC S OF HAY CONTINUOUSLY 8 MAX. CENTER 'Ai O STAKE BALE '9 � � B. , '� e" •� � SILT FENCE/ � It CENTER 6� 4 - FAQ . ---I ( 1 1/ CRUSHED STONE 2 STAKES PER HAY BALE �� 1 \ � - �. HAY BALES 0111111 1 �� , 4" (MHD M2.01.1) R12 NOTES: FLOW II X = W UNDISTURBED GROUND K ill- O _ z z � bO = D p _j 00 O mUZ� �O W � SECTION SILT FENCE DETAIL WITH HAY BALE, NOT TO SCALE SILT FENCE WITH HAYBALE - j •' 1. NO BOTTOM 0, 2. CONCRETE MINIMUM STRENGTH: 5, 28 DAYS .� 500 P.S.I. PSI. z � A 615 A -185 OR A -497 1" MIN COVER \ •�� U O >w ac U. m 0 20 5 0 SCALE IN FEET WETLAND FLAGS DENOTE BANK R 13 i (NO BVW FOUND) R19 R14 100 3. STEEL REINFORCEMENT. Ala - , , 1 p R 2 0 4. DESIGN LOADING: AASHTO HS20 -44 6 FOOT DRY WELL DETAIL NOT TO SCALE DRYWELL-6 FT FOR PERMI I I ING ONLY -NOT FOR CONSTRUCTION Nitsch Engineering www.nitachong.com 186 Lincoln Street, Suite 200 Boston, MA 02111 -2403 T: (617) 338 -0063 F: (617) 338 -6472 Civil Engineering Pill Land Surveying Pill Transportation Engineering mill Planning aill GIS Services REVISIONS MASS. STATE PROJECT NO. EPS 0401 HC2 NO. DESCRIPTION DATE MASSACHUSETTS STATE POLICE SECURITY UPGRADES THE COMMONWEALTH OF MASSACHUSETTS DIVISION OF CAPITAL ASSET MANAGEMENT PR :100679 DRAWING: TROOP B HEADQUARTERS SITE PLAN 555 NORTH KING STREET 1 moss NORTHAMPTON, MASSACHUSETTS q� CHELSEA R. y < , 38 Chauncy Street, Suite 1001 DRAWING NO. CHRISTENSON EarthTech Boston, Massachusetts 02111 CIVIL Phone: 617 - 482 -4835 No. 46260 - A tgCO International Ltd. Company Fax: 617- 482 -0642 fS3 T C�i 9 0 ss lpryq DRAWN: CRC SCALE: 1"=20' CHECKED JRB DATE: 01/12/2009 LEGEND LEGEND OF ABBREVIATIONS DESC RIPTION EXISTING EDGE OF PAVEMENT EDGE PAVEMENT WITH BIT. CURB LOCATION OF EXIST. SEPTIC TANK: CONTOUR LINE CONTENTS AND STRUCTURE TO BE MAJOR 100 MINOR 102 SEWER LINE (GRAVITY) - - - -- - -- SEWER FORCEMAIN OF ANY GRAVITY SEWER. SEWER MANHOLE U DRAIN LINE D - - - - - -- CATCH BASIN L� WATER LINE ---- - - - - -- W -- WATER VALVE wv UNDERGROUND ELECTRIC SERVICE - - E UNDERGROUND TELEPHONE SERVICE - - - - --- - - -- - - -- - MONITOR WELL INSTALL PLUGS AS UTILITY POLE SHOWN. MAN WAY COVER 0 TREE EDGE OF WOODS LIMIT OF 100' BUFFER ZONE "� -- -• HAY BALE /SILTATION FENCE ...� ammm "Now O � It � E qmmm� • � ABBR VIATION p..,SCRIPTION ACCMP ASPHALT COATED CORRUGATED METAL PIPE C.B. CATCH BASIN D. 1. DUCTILE IRON PIPE F. F. EL. FINISH FLOOR P-1 LEVATION 5 � INV. INVERT S TREET (ROU T.B.M. NORTH KING C IN TO WETLAND AREAS. EXISTING • • LEA PROPOSED I , EXISTING 12" GF BITUMINOUS BERM TO SERVE AS LOCATION TION SMH #4) SEWER, TO REM SMH SEWER MANHOLE RIM OF SMH T.B.M. TEMPORARY BENCHMARK EL. = 201.61 V. C. VITRIFIED CLAY PIPE (j) LIMIT OF 100' OUTER RIPARIAN ZONE S .a LOCATION 1 -1 4" CU. • WATER SER VI C MANHOLE • DEPTH TO INV.: INSTALL HAY BALE /SILTATION FENCE 12" INV IN = 12.62' AS NECESSARY TO PREVENT SILTATION (FROM EXIST. SEWER SILTATION CONTAINMENT WHERE SUITABLE. S . NOTE: FIELD VERIFY AND PROVIDE (1) 2P -30AMP BREAKER ' MATCH EXISTING PANEL 'EP' TYPE do STYLE TO PROVIDE POWER FOR NEW SEWAGE PUMP STATION DUPLEX PROPOSED WORK SHOWN AS: � I •. PUMP CONTROL PANEL � Bl \ LIMIT OF 100' INNER `� RIPARIAN ZONE � t EXISTING � UNDERGROUND STORAGE TANK \� \ NEW DUPLEX PUMP CONTROL PANEL V LIMIT OF VEGETATED ' WETLAND /BANK INSTALL NEW 6" PVC DRAIN AT EXISTING PANEL 'EP' SLOPE = 0.01 FT./FT. AS NECESSARY B3 TO MATCH INVERT OF EXISTING DRAIN ' . (120/240V, 10, 3W 225 AMP) O I , \ (APPROX. LENGTH: 40') EXISTING PANEL 'LPP' • L J � EXISTING TRANSFER SWITCH -1 � TIE IN TO EXISTING DRAIN ` � Fl •EAfT WfiH 6 10, 1�10G, 8/14 - PO AND INSTALL CLEANOUT PROVIDE TRAP f WITH 10 14 - SIGNAL TTT l �B4 INV. EL. = 191.3 u INSTALL PLUG AS SHOWN. \ • � • -�•• � • � � / DETNL N SHTERLC2 CANT � CONC. WITH METAL STAINS � 2 10, 1#10G, 3/� STORAGE � STATE POLICE BARRACKS RM. ( r F. F. EL. (GARAGE ) CONTRACTOR TO PERFORM EXPLORATORY No GENERATOR PAD � - ��' � � j � EXCAVATION PRIOR TO CONSTRUCTION � � NOTES � MATERRAL O�EXISIINGSPIPINGEATiTFIIS N � ' IC BAND LOCATION. �' �\ _'� �� ' • / CdNCRETE APRON RM. � iFURNACE� 1. TEMPORARY BENCHMARK AND ELEVATIONS INDICATED ON THIS SHEET � Bs �' B7\ �� j� � / /// V FURNACE ARE BASED ON THE CITY OF NORTHAMPTON DATUM. A' � � � � �� j / PAVE ENT AREA 2V f 2. CONTRACTOR SHALL VERIFY THE LOCATION, DEPTH, SIZE AND MATERIAL OF ALL UNDERGROUND UTILITIES PRIOR TO EXCAVATION. 88 �C� WALK 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED SMH #1 WITH DISPOSAL OF CONTENTS OF EXISTING SUBSURFACE DISPOSAL � _ - STRUCTURES TO BE REMOVED INCLUDING TESTING, PUMPING, RIM EL � 195.3 �gg - � ± � INV. IN 190.96 / TRANSPORTATION AND DISPOSAL COSTS. m �lr% .... _._ VEHICLE -- HALL .. __ . in nur = 191± EXIST.) X IST.) S' ATION CE HATFIELD ROAD (DISCONTINUED) CONTRACTOR STAGING AREA I SM H #4 RIM EL. =200.3 u.� INV. IN = 194.97 INV. OUT = MATCH EXIST. CURB STOP REMOVE EXIST. SEWER CLEANOUT & INSTALL SMH CONT TO VERIFY ELEVATION OF EXISTING I EXISTING p0 PIPE INVERT PRIOR TO � SEWER �' START OF CONSTRUCTION CLEANOUT I FIELD LAYOUT SHALL BE APPROVED BY THE ENGINEER PRIOR TO CLEARING. j 'o REMOVE ALL TREES WITHIN 6' OF CENTERLINE OF 00 PROPOSED SEWER ORCEMAIN EXISTING UNDERGROUND STORAGE TANK EXIST. PROPANE TANK ON CONC. PAD O'P EXISTING CONC. PAD NEW ELEC. CONDUITS O O Z N EI i� S • i. �._ T , PUMP STATION MANHOLE FINISH GRADE THIS AREA CLASS 1, DIV. 1 J GROUP D PER N.E.C. ART. 501 \_ RGS CONDOR TYPICAL �� SUPPORT HOOK HEAT SENSO SEAL. FAIL dc-�� _ \� KELLEM GRIP R \ CABLES POWER CABLES NEW 3 /4HP SUBMERSIBLE SUBMERSIBLE, \ � SEWAGE PUMP (TYP. OF 2) MANHOLE 9.83' TO SUMP 4. ON - SITE VEHICLES SHALL BE MOVED BY OWNER TO ACCOMMODATE I 4 I TROOP CLERK S CONSTRUCTION. OFFICE U EXIST. PROPANE TANK EXISTING SEPTIC TANK OR DRYWELL: F.F. EL. - 191.91 I (� L 5. PAVEMENT AREA 1. WORK REQUIRE MANHOLE CONTRACTOR TO LOCATE dt DISPOSE ` •c OF CONTENTS, REMOVE STRUCTURES, - OP 8.25 TO SUMP PROCESSED GRAVEL, FURNISH, INSTALL &COMPACT 1 EXCAVATE TO SUBGRADE: FURNISH, INSTALL & COMPACT 12" BACKF do ILL SEED DISTURBED AREAS. � - - 1 I ^ � oNC RADIO /CARPENTER SHOP \ F.F. EL. 197.30 S XISTING , _ BITUMINOUS CONCRETE BINDER AND 1-1/2 TOP COURSE. AB10 � �- � - CONC. p STRUCTURE ABANDONED ` PAVE MENT AREA 2, WORK RE QUIRED: ''` RET. WALL - -� " FURNISH, INSTALL &COMPACT SHIM COURSE AS REQUIRED AND \ ,�- CONCRETE REMOVE CONTENTS AND 1- OVERLAY. 5 VC SEWER OUTLET � / � APRON • �,, , STRUCTURE, BACKFILL. _ � INV. 187.33 \ � CONC. o 6. CONTRACTOR SHALL MAINTAIN ALL OPEN EXCAVATIONS IN A \ .� „ DEWATERED STATE TO PREVENT FLOATATION OF S TR UC TURE S. \ c1� DRIVE O ,_ I 36 HEMLOCK, S RUC URES. APPROX. X 0 LOCATION : � -�� DO NOT DISTUR 611 4 . COMMUNICATIONS �"�� 7. EXISTING SANITARY STRUCTURES SHALL BE PUMPED DRY AND THEIR CABLE o XI T o „ E S FLOOR D AIN MANHOLE 4 �_ � CONTENTS DISPOSED OF AT AN ACCEPTABLE WASTEWATER 5 VC DRAIN OUTLET ,�p ` -__ _- -Z_� < r C _ DEPTH TO INV.. TREATMENT FACILITY AND IN ACCORDANCE WITH THEIR DISPOSAL INV. = 186.83 � 6 INV IN = 4.0 rn PRACTICES. LIQUID AND SEMI - LIQUID CONTENTS SHALL BE HANDLED / �°� I 6 INV. OUT = 3.5 1 CATCH BASIN AND DISPOSED OF AS SEPTAGE SLUDGE. B12 VEHICLE MAINTENANCE FACILIT 1 I 2 5 TO SUMP r w E o ° o W 0 S z Z D' V 01 Z i S ' j \ F.F. EL. = 196.92 DEPTH TO INV.: Z rU 12" INV. OUT =3.67' 4 1 6" PVC SEWER I VALVE VAULT, • TOP S OVER N MS RADIO 1111 / 00 1111111111111 11 DETAILS SHT. L2 E I 4RAIN T WER --�- � l ` LDG -�, �' 0 PUMP STA. M.H. i f - ATFLI 18" ACCMP DRAIN OUTLET O. p10 F N RIM EL 196 1 � � �. INV. _ - 181.25 Bl 34 T I 4 � F�RrIS � r o BOX TRAILER - TO BE , REMOVED FOR CONSTRUCTION & RETURNED. / LOCATION ON TO PRESENT POSITION JY CONTRACTOR VETERANS HOSPITAL 6 ® 1314 SAL <� . 12" ACCMP DRAIN OUTLET PARK Z < • INV. = 189.08 ww AT FLARED END W V) C ,a / Y rON 9 A Il L� 815 'PO i M >� G� - �� Q O M ' 4 1316 10 I PAVED PARKING AREA SMH #2 RIM EL = 193.3 INV. IN = 190.15 INV. OUT = 190.15 SMH #3 RIM EL. = 195.9 6" INV. IN = 189.03 �o (FROM SMH #11) 6" INV. IN m 1911 � 6 �(�NOM I N IL WATER SEP.) I (SEWER FROM BLDG.) 6" INV. = 189.03 � � EASTHpNIPTON I UMI7 OF VEGETATED �9�F I� WETLAND /BANK � � W LOCUS PLAN � B18 � o� 0 0 LIMIT OF 100' INNER RIPARIAN ZONE CONTRACTOR'S WORKMEN SHALL PARK AT NORTH END OF PARKING AREA. O2 SIGNAL CONDUIT � MINIMUM SPACING AS REQUIRED BY UTILITY COMPANIES Typ I CA TILITY TRENCH SECTION NUI IU NOTE: PROVIDE 3' CONCRETE ENCASEMENT AROUND PVC CONDUITS AT ALL ROAD AND DRIVEWAY CROSSINGS TO 5' BEYOND EDGE OF PAVEMENT. TYPICAL. HIGH LEVEL ALARM LAG PUMP ON REFER DETAIL LEAD PUMP ON ON S L -2 PUMPS OFF PVMP $TATIQN ELECTRICAL DETAIL NOT TO SCALE NOTE: 1. REFER TO SHEET L -2 FOR PIPING AND CONSTRUCTION DETAILS FOR PUMP STATION MANHOLE 2. USE RIGID GALVANIZED STEEL CONDUIT WITHIN WEfWELL CONDUIT /WIRE SCHEDULE O 1 1' RGS /PVC WITH 610, 1#10G. 814 O 1' RGS /PVC WITH 1014 3. ELECTRICAL LEGEND Q JUNCTION BOX XP EXPLOSION PRO TYPICAL ELECTRIC HANDHOLE EQUAL TO QUAZITE TYPE 'PG' 13`x24`x36" DEEP (OPEN BOTTOM) WITH 'ELECTRIC' ON COVER. c INSTALLED FLUSH WITH GRADE - (PROVIDE ISOLATION BARRIER AS REQUIRED) 3500 PSI CONC. FINISH GRADE RING AROUND w HANDHOLE� 4 ♦. ♦ o o, //= 4 C• P i`11 s COMPACTED TO 90% R MODIFIED PROCTOR DENSITY - SLOPE TO BOX . 6` CRUSHED STONE BASE Typ I CAL SECTION 9 HAN NOT TO SCALE NO 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN APPROXIMATE LOCATIONS AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. GRAPHIC SCALE 20 0 10 20 40 80 ( IN FEET ) 1 inch = 20 ft. cane Digitized O 7 / o � INV. IN = 187.30 (FROM SMH #2) INV. IN = 187.30 (FROM SMH #3) INV. OUT = 189.67 1 P �� / o SEE DETAILS SHT. L2 \ i ° IN ROAD � CROSS COUNTRY / TRENCH LIMITS o 2 P o PAVEMENT NN�N1N WIpTH TRENCH FINISHED EXISTING STRUCTURE: � GRADE REMOVE CONTENTS AND STRUCTURE, BACKFlLL %�' sy / LOAM AND SEED � GRAVEL CONTRACTOR SHALL EXCAVATE AND IDENTIFY ! � y �� /j � SUBBASE EXISTING FLOOR DRAIN AND SANITARY SEWER. / NO ROCK SHALL � � %�` �, / o � �' � PROJECT INSIDE OF EXISTING SANITARY SEWER TO BE CONNECTED TO SMH #2. EXISTING FLOOR DRAIN TO BE TRENCH LIMITS • ROUTED 70 NEW OIL/WATER SEPARATOR i� r �j � WARNING TAPE 'CAUTION BEFORE CONNECTING TO SMH #2. REFER TO � �/ � � = �, �� (� � - ELECTRIC OIL/WATER SEPARATOR DETAIL ON SHT L . -2 " . �j � IJNE BURIED BELOW l� jj CLEAN BACKFILL COMPACTED TO 90% MODIFIED PROCTOR // , , is t • , ' ... < . ;' DENSITY \ xx 1 ''� � 3' SAND ALL - AROUND 3' CONCRETE ALL �� ' . • .�_ •�,��,.- � � .' \��` POWER CONDUIT 1O LIMIT OF 100' OUTER SOUND SEE NOTE BELOW RIPARIAN ZONE NOTICE OF INTENT. PLAN SET DO NO T USE FOR CONSTRUCTION Dufresne - Henry, Inc. MA STATE PROJECT NO. S951 CONTRACT NO. HC1 SITE & UTILITY IMPROVEMENTS NORTHAMPTON STATE POLICE BARRACKS 7 , 7; THE COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE FOR ADMINISTRATION & FINANCE v DIVISION OF CAPITAL PLANNING AND OPERATIONS L n SITE PLAN DUFRESNE- HENRY, INC. CONSULTING ENGINEERS DRAWING N0. ;. 278 MAIN ST., SUITE 205 GREENFIELD, MA 01301 n DRAWN: AMP SCALE: 1"=20' TRACED: AMP APRIL, 1999 CHECKED: REM U EYS' FINISH SEAIJNG FITTING (TYPICAL) XP RGS TO PVC ADAPTOR XP 2 'EYS SEALING FITTING (TYPICAL) �-- RGS TO PVC ADAPTOR r 1 J XP 2 \ LOCATION OF EXIST. SEPTIC TANK: � CONTENTS AND STRUCTURE TO BE REMOVED. INSTALL MANHOLE AS SHOWN. PIPE INVERTS TO BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION OF ANY GRAVITY SEWER. SMH �Y3 RIM EL. � 195.1 NDHOLE I INV. IN � 191.11 INV. OUT 191.0 CONNECT TO EXIST. 6' C.I. SEWER AND INSTALL PLUGS AS SHOWN. MANHOLE 9.83' TO SUMP 4. ON - SITE VEHICLES SHALL BE MOVED BY OWNER TO ACCOMMODATE I 4 I TROOP CLERK S CONSTRUCTION. OFFICE U EXIST. PROPANE TANK EXISTING SEPTIC TANK OR DRYWELL: F.F. EL. - 191.91 I (� L 5. PAVEMENT AREA 1. WORK REQUIRE MANHOLE CONTRACTOR TO LOCATE dt DISPOSE ` •c OF CONTENTS, REMOVE STRUCTURES, - OP 8.25 TO SUMP PROCESSED GRAVEL, FURNISH, INSTALL &COMPACT 1 EXCAVATE TO SUBGRADE: FURNISH, INSTALL & COMPACT 12" BACKF do ILL SEED DISTURBED AREAS. � - - 1 I ^ � oNC RADIO /CARPENTER SHOP \ F.F. EL. 197.30 S XISTING , _ BITUMINOUS CONCRETE BINDER AND 1-1/2 TOP COURSE. AB10 � �- � - CONC. p STRUCTURE ABANDONED ` PAVE MENT AREA 2, WORK RE QUIRED: ''` RET. WALL - -� " FURNISH, INSTALL &COMPACT SHIM COURSE AS REQUIRED AND \ ,�- CONCRETE REMOVE CONTENTS AND 1- OVERLAY. 5 VC SEWER OUTLET � / � APRON • �,, , STRUCTURE, BACKFILL. _ � INV. 187.33 \ � CONC. o 6. CONTRACTOR SHALL MAINTAIN ALL OPEN EXCAVATIONS IN A \ .� „ DEWATERED STATE TO PREVENT FLOATATION OF S TR UC TURE S. \ c1� DRIVE O ,_ I 36 HEMLOCK, S RUC URES. APPROX. X 0 LOCATION : � -�� DO NOT DISTUR 611 4 . COMMUNICATIONS �"�� 7. EXISTING SANITARY STRUCTURES SHALL BE PUMPED DRY AND THEIR CABLE o XI T o „ E S FLOOR D AIN MANHOLE 4 �_ � CONTENTS DISPOSED OF AT AN ACCEPTABLE WASTEWATER 5 VC DRAIN OUTLET ,�p ` -__ _- -Z_� < r C _ DEPTH TO INV.. TREATMENT FACILITY AND IN ACCORDANCE WITH THEIR DISPOSAL INV. = 186.83 � 6 INV IN = 4.0 rn PRACTICES. LIQUID AND SEMI - LIQUID CONTENTS SHALL BE HANDLED / �°� I 6 INV. OUT = 3.5 1 CATCH BASIN AND DISPOSED OF AS SEPTAGE SLUDGE. B12 VEHICLE MAINTENANCE FACILIT 1 I 2 5 TO SUMP r w E o ° o W 0 S z Z D' V 01 Z i S ' j \ F.F. EL. = 196.92 DEPTH TO INV.: Z rU 12" INV. OUT =3.67' 4 1 6" PVC SEWER I VALVE VAULT, • TOP S OVER N MS RADIO 1111 / 00 1111111111111 11 DETAILS SHT. L2 E I 4RAIN T WER --�- � l ` LDG -�, �' 0 PUMP STA. M.H. i f - ATFLI 18" ACCMP DRAIN OUTLET O. p10 F N RIM EL 196 1 � � �. INV. _ - 181.25 Bl 34 T I 4 � F�RrIS � r o BOX TRAILER - TO BE , REMOVED FOR CONSTRUCTION & RETURNED. / LOCATION ON TO PRESENT POSITION JY CONTRACTOR VETERANS HOSPITAL 6 ® 1314 SAL <� . 12" ACCMP DRAIN OUTLET PARK Z < • INV. = 189.08 ww AT FLARED END W V) C ,a / Y rON 9 A Il L� 815 'PO i M >� G� - �� Q O M ' 4 1316 10 I PAVED PARKING AREA SMH #2 RIM EL = 193.3 INV. IN = 190.15 INV. OUT = 190.15 SMH #3 RIM EL. = 195.9 6" INV. IN = 189.03 �o (FROM SMH #11) 6" INV. IN m 1911 � 6 �(�NOM I N IL WATER SEP.) I (SEWER FROM BLDG.) 6" INV. = 189.03 � � EASTHpNIPTON I UMI7 OF VEGETATED �9�F I� WETLAND /BANK � � W LOCUS PLAN � B18 � o� 0 0 LIMIT OF 100' INNER RIPARIAN ZONE CONTRACTOR'S WORKMEN SHALL PARK AT NORTH END OF PARKING AREA. O2 SIGNAL CONDUIT � MINIMUM SPACING AS REQUIRED BY UTILITY COMPANIES Typ I CA TILITY TRENCH SECTION NUI IU NOTE: PROVIDE 3' CONCRETE ENCASEMENT AROUND PVC CONDUITS AT ALL ROAD AND DRIVEWAY CROSSINGS TO 5' BEYOND EDGE OF PAVEMENT. TYPICAL. HIGH LEVEL ALARM LAG PUMP ON REFER DETAIL LEAD PUMP ON ON S L -2 PUMPS OFF PVMP $TATIQN ELECTRICAL DETAIL NOT TO SCALE NOTE: 1. REFER TO SHEET L -2 FOR PIPING AND CONSTRUCTION DETAILS FOR PUMP STATION MANHOLE 2. USE RIGID GALVANIZED STEEL CONDUIT WITHIN WEfWELL CONDUIT /WIRE SCHEDULE O 1 1' RGS /PVC WITH 610, 1#10G. 814 O 1' RGS /PVC WITH 1014 3. ELECTRICAL LEGEND Q JUNCTION BOX XP EXPLOSION PRO TYPICAL ELECTRIC HANDHOLE EQUAL TO QUAZITE TYPE 'PG' 13`x24`x36" DEEP (OPEN BOTTOM) WITH 'ELECTRIC' ON COVER. c INSTALLED FLUSH WITH GRADE - (PROVIDE ISOLATION BARRIER AS REQUIRED) 3500 PSI CONC. FINISH GRADE RING AROUND w HANDHOLE� 4 ♦. ♦ o o, //= 4 C• P i`11 s COMPACTED TO 90% R MODIFIED PROCTOR DENSITY - SLOPE TO BOX . 6` CRUSHED STONE BASE Typ I CAL SECTION 9 HAN NOT TO SCALE NO 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN APPROXIMATE LOCATIONS AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. GRAPHIC SCALE 20 0 10 20 40 80 ( IN FEET ) 1 inch = 20 ft. cane Digitized O 7 / o � INV. IN = 187.30 (FROM SMH #2) INV. IN = 187.30 (FROM SMH #3) INV. OUT = 189.67 1 P �� / o SEE DETAILS SHT. L2 \ i ° IN ROAD � CROSS COUNTRY / TRENCH LIMITS o 2 P o PAVEMENT NN�N1N WIpTH TRENCH FINISHED EXISTING STRUCTURE: � GRADE REMOVE CONTENTS AND STRUCTURE, BACKFlLL %�' sy / LOAM AND SEED � GRAVEL CONTRACTOR SHALL EXCAVATE AND IDENTIFY ! � y �� /j � SUBBASE EXISTING FLOOR DRAIN AND SANITARY SEWER. / NO ROCK SHALL � � %�` �, / o � �' � PROJECT INSIDE OF EXISTING SANITARY SEWER TO BE CONNECTED TO SMH #2. EXISTING FLOOR DRAIN TO BE TRENCH LIMITS • ROUTED 70 NEW OIL/WATER SEPARATOR i� r �j � WARNING TAPE 'CAUTION BEFORE CONNECTING TO SMH #2. REFER TO � �/ � � = �, �� (� � - ELECTRIC OIL/WATER SEPARATOR DETAIL ON SHT L . -2 " . �j � IJNE BURIED BELOW l� jj CLEAN BACKFILL COMPACTED TO 90% MODIFIED PROCTOR // , , is t • , ' ... < . ;' DENSITY \ xx 1 ''� � 3' SAND ALL - AROUND 3' CONCRETE ALL �� ' . • .�_ •�,��,.- � � .' \��` POWER CONDUIT 1O LIMIT OF 100' OUTER SOUND SEE NOTE BELOW RIPARIAN ZONE NOTICE OF INTENT. PLAN SET DO NO T USE FOR CONSTRUCTION Dufresne - Henry, Inc. MA STATE PROJECT NO. S951 CONTRACT NO. HC1 SITE & UTILITY IMPROVEMENTS NORTHAMPTON STATE POLICE BARRACKS 7 , 7; THE COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE FOR ADMINISTRATION & FINANCE v DIVISION OF CAPITAL PLANNING AND OPERATIONS L n SITE PLAN DUFRESNE- HENRY, INC. CONSULTING ENGINEERS DRAWING N0. ;. 278 MAIN ST., SUITE 205 GREENFIELD, MA 01301 n DRAWN: AMP SCALE: 1"=20' TRACED: AMP APRIL, 1999 CHECKED: REM U EYS' FINISH SEAIJNG FITTING (TYPICAL) XP RGS TO PVC ADAPTOR XP 2 'EYS SEALING FITTING (TYPICAL) �-- RGS TO PVC ADAPTOR r 1 J XP 2 PAVED AREAS C E CROSS COUNTRY TRENCH LIMITS 2 I" TOP COURSE 12 2" BINDER COURSE PERM. PAVING --'� OAM AND SEED SAWCUT PAVINC \ FINISH GRADE — III BLANKED BEDDING --I COMMON FILL MATERIAL == =I NO ROCK SHALL LIMITS ;--� PROJECT INSIDE FT. j= OF TRENCH fI LIMITS I�I / BEDDING AND 'x BLANKET MATERIAL N Q PROCESSED GRAVEL ITT- SUITABLE UNDISTURBED —' —_— SUBGRADE. TRENCH = III DEPTH FOR UNSUITABLE PVC PIPE MATERIAL IS FROM 6" BELOW PIPE INVERT TO DEPTH OF SUITABLE N -PVC PIPE MATERIAL. TYPICAL TRENCH SECTIO NOT TO SCALE 30 "x30" OPENI ALUMINUM HA1 CAUTION MOISTURE RESISTANT SIGN THIS IS A CONFINED SPACE. TO BE AFFIXED TO ACCESS HATCH DO NOT ENTER WITHOUT FOR VALVE VAULT AND PUMP STATION FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS. 51 " x 30 -1 /2" DUPLEX ALUMINUM H ATCH I I 1Z__lll1 VALVE VAULT PUMP STATION ACCESS HATCH DETAIL SCALE: 1/2" = 1' -0" 2 L2 3" D.I. SHORT PIECE 3" TRANSITION COUPLING — 3" PVC FORCEMAIN 1 L2 6" PVC INV. IN = 187.30 (FROM SMH #3) I I I I 1 L2 STAINLESS STEEL GUIDE RAILS AND GUIDES LIMITS OF ACCESS HATCH, (ABOVE) .,o 6" PVC INV. IN = 187.30 (FROM SMH #2) 2 L2 PUMP STATION MANHOLE SCALE 1/2 = T 2' -2" MAX. TO FIRST MANHOLE FRAME AND COVER MANHOLE RUNG ADJUST TO MEET FINISH GRADE FINISH GRADE SLOPE GRADE AWAY FROM MANHOLE IN NON -PAVED AREAS ADJUST TO GRADE WITH PRECAST GRADE RING OR ,Ili ff II II '� ��fl= �flfif= �ff"iii �� - iTi= (T(= iTi— i1T =�iT� BRICK MASONRY MAX. 12 "- "� ��'-- OF BRICK). PLASTER WITH MANHOLES LESS THAN 6' DEEP MORTAR. USE ONE BRICK MIN. I SHALL HAVE REINF. CONC. SLAB - ! DIA. TO CONFORM WITH MANHOLE $ COVER IN LIEU OF CONE SECTION FRAME AND COVER (2' DIA. MIN.) PRECAST CONCRETE MANHOLE CONE (ECCENTRIC) PRECAST CONCRETE MANHOLE BARREL: 1,2,3,4 AND 5 FT. LENGTHS_�- o� WATERTIGHT JOINT USING AN APPROVED MASTIC -TYPE SEALANT OR "0" RING s" MIN -=-- - TWO(2) COATS ASPHALT WATER- GASKET (EXTERIOR OF ALL JOINTS SHALL PROOFING APPLIED AT THE FACTORY --R BE RECOATED WITH ASPHALTIC WATER- / = 4' -0" MIN DIA � PROOFING AFTER SETTING) MANHOLE RUNGS � PRECAST CONCRETE BASE '' N FLEXIBLE RUBBER BOOT (CAST IN PLACE OR FIELD INSTALLED BASE MAY PROJECT BEYOND THE OUTSIDE DIA. OF THE WALLS i I 00 NEW OR EXISTING PIPE 12 MIN. CRUSHED GRAVEL BEDDING MAX. C OUPLING _��II - - i - III i I f i�"II ii NN� =E ff li=d- ff1=1T=_1 ff- fff -ff off SUITABLE UNDISTURBED MATERIAL BRICK INVERT AND SHELF PRECAST C MANHOLE NOT TO SCALE CAUTION MOISTURE RESISTANT SIGN THIS IS A CONFINED SPACE. TO BE AFFIXED TO MANWAY COVERS DO NOT ENTER WITHOUT FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS. 61 CONCRETE SLAB, 4"0 OIL PUMP -OUT PIPE —FLANGED MANWAY AND COVER 6 DEPTH, #4 REBAR 012" EACH WAY 4'x4 ALUMINUM, DOUBLE MANHOLE FRAME & COVER, LEAF ACCESS HATCH SEE DETAIL THIS SHEET. FINISH GRADE GAUGE PORT —VENT PIPING TO BUILDING WALL & UP TO EAVE HEIGHT 4 , 12" PROCESSED GRAVEL -4 '-' - - - 6" OUTLET INV. EL. = 191±. 6" INLET INV. EL. = 191 f �1 CONFIRM IN FIELD SAND BACKFILL WITHIN 2' � I 3/8 "0 CABLE, PROVIDE CABLE COVERS TO PROTECT TANK FROM SCORING -. 10,_9o, s 4 ' -0 "0 CABLE CLAMPS, COAT w/ ASPHALTIC PAINT 3/4" ANCHORS, COAT 6" MIN. 12" MIN. w/ APHALTIC PAINT, (TYP.) r '/ '/ // 3" CLEAR. 13' -0" LONG x 61 WIDE CONCRETE PAD --- - #4 ® 12" T &B, EW UNDISTURBED SUBBASE OIL WATER SEPARATOR NOT TO SCALE COVER PLATE r 1 -3/4 — - -- T COVER SECTION r 32p l , 44" - FRAME SECTION MIN. WEIGHT = 725 Ibs. (USE FOR OIL WATER SEPARATOR) MANHOLE FRAME & COVER DETAIL NOT TO SCALE COVER PLATE 1 -1 /g „ -- -- - T COVER SECTION _ 24 ►I T � 36 -1/2" mop- FRAME SECTION MIN. WEIGHT = 475 Ibs. (USE FOR ALL NEW SEWER MANHOLES) MANHOLE FRAME & COVER DETAIL NOT TO SCALE 6" PVC THREADED PLUG __,\ --�— 2' SQUARE —�- �-- 12" -�► L °f a Y / / , / / /\ / 8 CONCRETE COLLAR 6" PVC RISER 6" 45' BEND �6" PVC SEWER CONCREIE CRADLE SEWER CLEANOUT DETAIL NOT TO SCALE Al KAINU A HATCH TOP EL. = 196.1 TOP EL. = 196.1 FIN. GRADE = 195.1 I FIN. GRADE = 195.1 / -� STAINLESS STEEL - 6" MIN. PUMP GUIDE RAILS STAINLESS STEEL (TYPICAL) 3 ' "" ( GUI DE YP CAL ) DE RAILS INV. EL. = 189.67 MIN. 3" CHECK VALVE STAINLESS STEEL 3" D.I. DISCHARGE - 3" D.I. (TYP. OF 2) LIFTING CABLE 3" PLUG VALVE DISCHARGE PIPING (TYP. OF 2) -3" PVC DRAIN 3" COUPLING 12 MIN. 3 FLAP " --=- -�- � P VALVE NON - CLOG SEWAGE PUMP, CONCRETE - �" r (TYP. OF 2) 3" COUPLING FILL - -- — � 6" PVC, INV. IN = 187.30 r 6" PVC, INV. = 187.30 EL. = 188.67 0 , -�.�_ _ \ ALARM . EL. 187.8 n ppa v °oV�7° —J �D p p�dD (� I V LAG PUMP ON 12 �� CRUSHED STONE ao G L_.. EL. 187.5 NON -CLOG SEWAGE PUMP, 8" MIN. LLEAD , PUMP ON ( TYP. OF 2 ) Sao a�� p - 12" MIN. EL. 187.2 PIPE SUPPORTS, 1 f BOTH PUMPS OFF. AS NECESSARY .� 1 C EL. 186.00 LL. . = 18 5.3 0 ' 1T' � LL. . = 18 5.3 0 - FLEXIBLE RUBBER BOOT SEAL AT ALL PIPE °oD �D p o�4D ppaD PENETRATIONS. �vp° 12 CRUSHED STONE ao ooaG 8" MIN. <1 'i 4 > D 1 , 11 , 11 1 Q 6" M IN. --wool- -4-- 4 12" MIN. 8" MIN. --►- -�--- nppaa X00 12" CRUSHED STONE .�a�� 30" x 30" XZ ALUMINUM HATCH XxI ll ALUMINUM HATCH TOP EL _ — 1961 O L2 PUMP STATION MANHOLE SCALE: 1/2" = 1' -0" O L2 PUMP STATION MANHOLE SCALE: 1/2•• = 1• -0 3" x 3" TEE LIMITS OF ACCESS F_ — — — — HATCH, (ABOVE) I ' I - 3" 90' BEND l I 0 3" PLUG VALVE - - - (TYP. OF 2) -� 3" CHECK VALVE (TYP. OF 2) 1 1 1 3" PVC DRAIN FROM VALVE VAULT 3" FLAP VALVE `--KEY HAY BALES AND SILTATION FENCE 6" EMBEDDING DETAIL INTO SOIL. SILTATION FENCE ANGLE FIRST STAKE TOWARD PREVIOUSLY LAID BALE FLOW WIRE OR NYLON _ BOUND BALES PLACED ON THE CONTOUR - 2 RE —BARS, STEEL PICKETS, OR 2 "x2" STAKES 1' -6" TO 2' -0" IN GROUND )►NCHORING DETAIL REMOVE SILT PERIODICALLY AS NECESSARY. REMOVE SILT AND HAY BALES WHEN CONSTRUCTION HAS BEEN COMPLETED. HAY 6ALLEISILTATION FE Q TAIL on 110 som NOTICE OF INTENT PLAN SET DO NOT USE FOR CONSTRUCTION Dufresne - Henry, Inc. °- MA STATE PROJECT NO. S951 CONTRACT NO. HC1 SITE & UTILITY IMPROVEMENTS NORTHAMPTON STATE POLICE BARRACKS o �n THE COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE FOR ADMINISTRATION & FINANCE n p CU DIVISION OF CAPITAL PLANNING AND OPERATIONS ~ cn b MISCELLANEOUS DETAILS .T DUFRESNE— HENRY, INC. CONSULTING ENGINEERS DRAWING NO. 3 278 MAIN ST., SUITE 205 GREENFIELD, MA 01301 n ro cu DRAWN: AMP SCALE: AS SHOWN �■ TRACED: AMP APRIL, 1999 Co CHECKED: REM U ED Scanned Digitized ° �heckad SILTATION FENCE FLOW Z C3 CV w - � W cc Q w 0 BLANKED BEDDING --I COMMON FILL MATERIAL == =I NO ROCK SHALL LIMITS ;--� PROJECT INSIDE FT. j= OF TRENCH fI LIMITS I�I / BEDDING AND 'x BLANKET MATERIAL N Q PROCESSED GRAVEL ITT- SUITABLE UNDISTURBED —' —_— SUBGRADE. TRENCH = III DEPTH FOR UNSUITABLE PVC PIPE MATERIAL IS FROM 6" BELOW PIPE INVERT TO DEPTH OF SUITABLE N -PVC PIPE MATERIAL. TYPICAL TRENCH SECTIO NOT TO SCALE 30 "x30" OPENI ALUMINUM HA1 CAUTION MOISTURE RESISTANT SIGN THIS IS A CONFINED SPACE. TO BE AFFIXED TO ACCESS HATCH DO NOT ENTER WITHOUT FOR VALVE VAULT AND PUMP STATION FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS. 51 " x 30 -1 /2" DUPLEX ALUMINUM H ATCH I I 1Z__lll1 VALVE VAULT PUMP STATION ACCESS HATCH DETAIL SCALE: 1/2" = 1' -0" 2 L2 3" D.I. SHORT PIECE 3" TRANSITION COUPLING — 3" PVC FORCEMAIN 1 L2 6" PVC INV. IN = 187.30 (FROM SMH #3) I I I I 1 L2 STAINLESS STEEL GUIDE RAILS AND GUIDES LIMITS OF ACCESS HATCH, (ABOVE) .,o 6" PVC INV. IN = 187.30 (FROM SMH #2) 2 L2 PUMP STATION MANHOLE SCALE 1/2 = T 2' -2" MAX. TO FIRST MANHOLE FRAME AND COVER MANHOLE RUNG ADJUST TO MEET FINISH GRADE FINISH GRADE SLOPE GRADE AWAY FROM MANHOLE IN NON -PAVED AREAS ADJUST TO GRADE WITH PRECAST GRADE RING OR ,Ili ff II II '� ��fl= �flfif= �ff"iii �� - iTi= (T(= iTi— i1T =�iT� BRICK MASONRY MAX. 12 "- "� ��'-- OF BRICK). PLASTER WITH MANHOLES LESS THAN 6' DEEP MORTAR. USE ONE BRICK MIN. I SHALL HAVE REINF. CONC. SLAB - ! DIA. TO CONFORM WITH MANHOLE $ COVER IN LIEU OF CONE SECTION FRAME AND COVER (2' DIA. MIN.) PRECAST CONCRETE MANHOLE CONE (ECCENTRIC) PRECAST CONCRETE MANHOLE BARREL: 1,2,3,4 AND 5 FT. LENGTHS_�- o� WATERTIGHT JOINT USING AN APPROVED MASTIC -TYPE SEALANT OR "0" RING s" MIN -=-- - TWO(2) COATS ASPHALT WATER- GASKET (EXTERIOR OF ALL JOINTS SHALL PROOFING APPLIED AT THE FACTORY --R BE RECOATED WITH ASPHALTIC WATER- / = 4' -0" MIN DIA � PROOFING AFTER SETTING) MANHOLE RUNGS � PRECAST CONCRETE BASE '' N FLEXIBLE RUBBER BOOT (CAST IN PLACE OR FIELD INSTALLED BASE MAY PROJECT BEYOND THE OUTSIDE DIA. OF THE WALLS i I 00 NEW OR EXISTING PIPE 12 MIN. CRUSHED GRAVEL BEDDING MAX. C OUPLING _��II - - i - III i I f i�"II ii NN� =E ff li=d- ff1=1T=_1 ff- fff -ff off SUITABLE UNDISTURBED MATERIAL BRICK INVERT AND SHELF PRECAST C MANHOLE NOT TO SCALE CAUTION MOISTURE RESISTANT SIGN THIS IS A CONFINED SPACE. TO BE AFFIXED TO MANWAY COVERS DO NOT ENTER WITHOUT FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS. 61 CONCRETE SLAB, 4"0 OIL PUMP -OUT PIPE —FLANGED MANWAY AND COVER 6 DEPTH, #4 REBAR 012" EACH WAY 4'x4 ALUMINUM, DOUBLE MANHOLE FRAME & COVER, LEAF ACCESS HATCH SEE DETAIL THIS SHEET. FINISH GRADE GAUGE PORT —VENT PIPING TO BUILDING WALL & UP TO EAVE HEIGHT 4 , 12" PROCESSED GRAVEL -4 '-' - - - 6" OUTLET INV. EL. = 191±. 6" INLET INV. EL. = 191 f �1 CONFIRM IN FIELD SAND BACKFILL WITHIN 2' � I 3/8 "0 CABLE, PROVIDE CABLE COVERS TO PROTECT TANK FROM SCORING -. 10,_9o, s 4 ' -0 "0 CABLE CLAMPS, COAT w/ ASPHALTIC PAINT 3/4" ANCHORS, COAT 6" MIN. 12" MIN. w/ APHALTIC PAINT, (TYP.) r '/ '/ // 3" CLEAR. 13' -0" LONG x 61 WIDE CONCRETE PAD --- - #4 ® 12" T &B, EW UNDISTURBED SUBBASE OIL WATER SEPARATOR NOT TO SCALE COVER PLATE r 1 -3/4 — - -- T COVER SECTION r 32p l , 44" - FRAME SECTION MIN. WEIGHT = 725 Ibs. (USE FOR OIL WATER SEPARATOR) MANHOLE FRAME & COVER DETAIL NOT TO SCALE COVER PLATE 1 -1 /g „ -- -- - T COVER SECTION _ 24 ►I T � 36 -1/2" mop- FRAME SECTION MIN. WEIGHT = 475 Ibs. (USE FOR ALL NEW SEWER MANHOLES) MANHOLE FRAME & COVER DETAIL NOT TO SCALE 6" PVC THREADED PLUG __,\ --�— 2' SQUARE —�- �-- 12" -�► L °f a Y / / , / / /\ / 8 CONCRETE COLLAR 6" PVC RISER 6" 45' BEND �6" PVC SEWER CONCREIE CRADLE SEWER CLEANOUT DETAIL NOT TO SCALE Al KAINU A HATCH TOP EL. = 196.1 TOP EL. = 196.1 FIN. GRADE = 195.1 I FIN. GRADE = 195.1 / -� STAINLESS STEEL - 6" MIN. PUMP GUIDE RAILS STAINLESS STEEL (TYPICAL) 3 ' "" ( GUI DE YP CAL ) DE RAILS INV. EL. = 189.67 MIN. 3" CHECK VALVE STAINLESS STEEL 3" D.I. DISCHARGE - 3" D.I. (TYP. OF 2) LIFTING CABLE 3" PLUG VALVE DISCHARGE PIPING (TYP. OF 2) -3" PVC DRAIN 3" COUPLING 12 MIN. 3 FLAP " --=- -�- � P VALVE NON - CLOG SEWAGE PUMP, CONCRETE - �" r (TYP. OF 2) 3" COUPLING FILL - -- — � 6" PVC, INV. IN = 187.30 r 6" PVC, INV. = 187.30 EL. = 188.67 0 , -�.�_ _ \ ALARM . EL. 187.8 n ppa v °oV�7° —J �D p p�dD (� I V LAG PUMP ON 12 �� CRUSHED STONE ao G L_.. EL. 187.5 NON -CLOG SEWAGE PUMP, 8" MIN. LLEAD , PUMP ON ( TYP. OF 2 ) Sao a�� p - 12" MIN. EL. 187.2 PIPE SUPPORTS, 1 f BOTH PUMPS OFF. AS NECESSARY .� 1 C EL. 186.00 LL. . = 18 5.3 0 ' 1T' � LL. . = 18 5.3 0 - FLEXIBLE RUBBER BOOT SEAL AT ALL PIPE °oD �D p o�4D ppaD PENETRATIONS. �vp° 12 CRUSHED STONE ao ooaG 8" MIN. <1 'i 4 > D 1 , 11 , 11 1 Q 6" M IN. --wool- -4-- 4 12" MIN. 8" MIN. --►- -�--- nppaa X00 12" CRUSHED STONE .�a�� 30" x 30" XZ ALUMINUM HATCH XxI ll ALUMINUM HATCH TOP EL _ — 1961 O L2 PUMP STATION MANHOLE SCALE: 1/2" = 1' -0" O L2 PUMP STATION MANHOLE SCALE: 1/2•• = 1• -0 3" x 3" TEE LIMITS OF ACCESS F_ — — — — HATCH, (ABOVE) I ' I - 3" 90' BEND l I 0 3" PLUG VALVE - - - (TYP. OF 2) -� 3" CHECK VALVE (TYP. OF 2) 1 1 1 3" PVC DRAIN FROM VALVE VAULT 3" FLAP VALVE `--KEY HAY BALES AND SILTATION FENCE 6" EMBEDDING DETAIL INTO SOIL. SILTATION FENCE ANGLE FIRST STAKE TOWARD PREVIOUSLY LAID BALE FLOW WIRE OR NYLON _ BOUND BALES PLACED ON THE CONTOUR - 2 RE —BARS, STEEL PICKETS, OR 2 "x2" STAKES 1' -6" TO 2' -0" IN GROUND )►NCHORING DETAIL REMOVE SILT PERIODICALLY AS NECESSARY. REMOVE SILT AND HAY BALES WHEN CONSTRUCTION HAS BEEN COMPLETED. HAY 6ALLEISILTATION FE Q TAIL on 110 som NOTICE OF INTENT PLAN SET DO NOT USE FOR CONSTRUCTION Dufresne - Henry, Inc. °- MA STATE PROJECT NO. S951 CONTRACT NO. HC1 SITE & UTILITY IMPROVEMENTS NORTHAMPTON STATE POLICE BARRACKS o �n THE COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE FOR ADMINISTRATION & FINANCE n p CU DIVISION OF CAPITAL PLANNING AND OPERATIONS ~ cn b MISCELLANEOUS DETAILS .T DUFRESNE— HENRY, INC. CONSULTING ENGINEERS DRAWING NO. 3 278 MAIN ST., SUITE 205 GREENFIELD, MA 01301 n ro cu DRAWN: AMP SCALE: AS SHOWN �■ TRACED: AMP APRIL, 1999 Co CHECKED: REM U ED Scanned Digitized ° �heckad SILTATION FENCE FLOW