The URL can be used to link to this page

8663_SITE PLAN - 232 GARDEN ST..pdf'gloG3 - 01 te VlCl(\ a3d ~6rdQf) S+-. I I I I I I I I I I I I I I I I I I I Stormwater Report Maple View Commons Garden Street Agawam, Massachusetts Prepared For: T. Russo Jr. Construction Company, Inc. By: June 2011 Revised: August 2011 I I I I- I 1 11 ~J I: , , ~ ___ l I I A. Condominium Community Project Agawam, Massachusetts TABLE OF CONTENTS Project Description B. Massachusetts Stormwater Report Check List C. Stormwater Management Standards Review 1. Standard 1: No New Untreated Discharges 2. Standard 2: Peak Rate Attenuation 3. Standard 3: Recharge 4. Standard 4: Water Quality 5. Standard 5: Land Uses With Higher Potential Pollutant Loads 6. Standard 6: Critical Areas 7. Standard 7: Redevelopments and Other Projects Subject to the Standards 8. Standard 8: Construction Period Pollution Prevention 9. Standard 9: Operation and Maintenance Plan 10. Standard 10: Prohibition of Illicit Discharges D. Registered Professional Engineers Certification APPENDICES: Appendix A: Stormwater Drainage Report Appendix B: Soils Evaluations Appendix C: Long Term Operation and Maintenance Plan I I I I I I I I PROJECT DESCRIPTION I I I I I I I I I I I I • I I I ! I I I I I I I I I I I I I I I I A. Project Description T. Russo Jr. Construction Company, Inc. is proposing to construct thirty six units of condominium housing in five buildings on an 8.5 acre parcel of land located on the southerly side of Garden Street. The land to be developed is open field and vacant. The site topography is sloping away from Garden Street. Garden Street, at elevation 194 -USC & G datum, is the high point of the site with the land sloping southerly to elevation 165 at the rear of the land to be disturbed. The limits of the project on the southerly side abut the Buffer Zone of a Bordering Vegetated Wetland and a perennial stream. The wetland resource area has been delineated by R. Levesque Associates using sequentially numbered flags and the surveyed flag locations are shown on the site plans. Under the filing of the Notice of Intent, the wetland limits will be reviewed and approved by the Agawam Conservation Commission. No work is proposed within the wetland and only necessary work is proposed within the Buffer Zone. All buildings will be a minimum of approximately thirty feet from the wetland proper. As part of the stormwater design process and in conformance with current Department of Environmental Protection Regulations, the site soils were reviewed and classified by a Commonwealth of Massachusetts Approved Soil Evaluator. Test excavations were done at eight locations to depths below anticipated stormwater structures. Soil mapping and soils evaluations are included in Appendix B of the report. The storm water drainage for the condominium project is designed using the Class A and B soils hydrologic soil group which confirms the N.R.C.S. soils mapping. The site design for the condominium housing was based upon current Town of Agawam Zoning Regulations, site physical features and good engineering practice. The site was reviewed for feasibility of Low Impact Development (LID) measures. Although the project will provide attenuation of roof runoff using infiltration methodology, Credit 2 was not utilized because the discharges are not surface directed to a "Qualifying Pervious Area". The units are clustered, however, the number of units and amount of impervious area prevent the use of a LID Credi!. The site planning requirements of the Town of Agawam along with the project economics precludes the acquisition of credits. The buildings are positioned away from wetland Resource Areas and sited to provide approximately 30% of the site as open space. The stormwater management system provides for the control of site stormwater runoff by using driveway deep-sump catch basins with hoods I I I I I I I I I I I I I I I I I I I with discharges to a designed pipe system. Two infiltration systems are designed to accommodate roadway and roof runoff prior to pipe discharges without increasing the pre-development peak discharges. In accordance with stormwater regulations, the design incorporates a sediment removal chamber at the head end of each infiltration system. Drainage area and compliance with peak rate attenuation are detai/ed under Standard 2 Section and Appendix A of this report. Three of the Stormwater Standards do not apply to this project. Under the Standards Review section of this report, a review of each standard details reasons for non-applicability. An Illicit Discharge Compliance Statement is not included with the report. Following construction of the project and prior to stormwater discharge to the drainage system, a Statement will be submitted to the Conservation Commission. A stormwaler pollution prevention plan (SWPPP) will be prepared and a filing with the Environmental Protection Agency (EPA) will be done before ground disruption begins. I I I' I I I I I I I I I I I I I I I I MASSACHUSETTS STORMWATER REPORT CHECKLIST 1 r i I r l IJ' I "' 1'- .' I' I' I I I I I I I I I I I Massachusetts StormlValer Report Checklist Proj eet Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? Qi2 New Development o Redevelopment o Mix of New Development and Redevelopment 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: 181 No disturbance to any Wetland Resource Areas 181 Site Design Practices (e.g. clustered development, reduced frontage setbacks) o Reduced Impervious Area (Redevelopment Only) Ill! Minimizing disturbance to existing trees and shrubs a LID Site Design Credit Requested: o Credit 1 o Credit 2 o Credit 3 o Use of "country drainage" versus curb and gutter conveyance and pipe o Bioretention Cells (includes Rain Gardens) o Constructed Stormwater Wetlands (includes Gravel Wetlands designs) o Treebox Filter a Water Quality Swale o GrassChannel o GreenRoof iii Other RooF IAlFIL.TRAT,OIJ 181 No new untreated discharges .QiI Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth I . 181 . Supporting calculations specified in Volume 3 of the Massachusetts Stormwater HaIldpook included. . o Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. o Evaluation provided to detennine whether off-site flooding increases during the IOO-year 24- hour storm it CalcUlations provided to show that post-development peak discharge rates do not exceed pre' development rates for the 2-year and 1 O-year 24-hour storms. If evaluation shows that off- site flooding increases during the IOO-year 24-hour storm, calculations are also provided to show that pOSt-development peak dis<;harge rates do not exceed pre-development rates for the I OO-year 24-hour storm. Stormwaler Report 3 I I r Ir . ,. I ~: I' I I I I I I I I I I I Massachusetts Sformwater Report Checklist • Soil Analysis provided . • Required Recharge Volume calculaiion provided [J Required Recharge volume reduced through use of the LID site Design Credits. • Sizing the i tion, BMPs is based on the following method : Circle the method used. Static Simple Dynamic Dynamic Field3 [J Runotffrom all impervious areas at the site discharging to the infiltration BMP . • Runotffrom all impervious areas at the site is IIof discharging to the infiltration BMP and. calculations are provided showing that the drainage area contributing runoff to the infiltratIOn BMPs is sufficient to generate the required recharge volume. • Recharge BMPs have been sized to infiltrate the Required Recharge Volume. D Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maJcimum extent practicable for the following reason: o Site is comprised solely of C and D soils and/or bedrock at the land surface o M.G.L. c. 2IBsitespursuantto.310CMR40.00Q0 o Solid Waste Landfill pursuant to 310 CMR 19.000 D Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. • Calculations showing that the infiltration BMPs will drain in 72 hours are provided . . 0 Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. [J The infiltration BMP is used to attenuate peak flows during stonrts greater than or equal to . the I O-year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. [J Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. . The tong-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance oflawns, gardens, and other landscaped areas; • Requirements for storage and use offertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; . • Snow disposal and plowing plans relative to Wetland Resource Areas; , 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Storm water Report 4 I i I' I I I I I I I I I I I I Massachusetts Storlllwater Report Checklist • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan, o A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wet/ands Notice ofIntent. o 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: Q is within the Zone II or Interim Wellhead Protection Area o is near or to other critical areas o is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) o involves runoff from land uses with higher potential pollutant loads. o The Required Water Quality Volume is reduced thrOUgll use of the LID site Design Credits. • Calcuhitions documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided . • The BMP is si7;ed (and calculations provided) based on: • The W' or 1" Water Quality Volume or Q The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. • The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propnety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. Q A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDLis provided. o The NPDES Multi-Sector General Permit covers the land use and the Stormwater pollution Prevention Plan (SWPPP) has been included with the Stormwater Report . • ·The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. o The NPDES Multi-Sector General Permit does not cover the land use. o LUHPPLs are located at the site and industry specific source 'control and pollution prevention measures have been proposed to reduce or eliminate the exposure ofLUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. o All exposure has been eliminated StoTmwafer Report 5 I f i ! . I r" , , I I r 1 r ' I '" I "" 1--,. I I I I I I I I I I I Massachusetts Storm water Report Checklist o All exposure has not been eliminated and all B:MP s selected are on MassDEP LUHPPL list. o The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with > 1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. D The discharge is near or to a critical area and the treatment train includes only DMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. D Critical areas and BMPs are identified in the Stormwater Report. o The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: . D Limited Project D Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. D 24 single family houses or 2-4 units in a multi-family development with a discharge to a critical area D Marina and/or boatyard provided the hull painting, service and maintenance areas . are protected from exposure to rain, snow, snow melt and runoff D Dike Path and/or Foot Path D Redevelopment Project D Redevelopment portion of mix of new and redevelopment. o Certain standards are not fully met (Standard No.1, 8, 9, imd 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. D 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. SfoT/m vater R eport 6 1 I , r 1 r' I I T~ I~' I' 1 I. 1 I I I I 1 I I I Massachusetts Sformwafer Report Checklist A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: o Narrative; o Construction Period Operation and Maintenance Plan; o Names of Persons or Entity Responsible for Plan Compliance; o Construction Period Pollution Prevention Measures; o Erosion and Sedimentation Control Plan Drawings; o Detail drawings and specifications for erosion control BMPs, including sizing calculations; o Vegetation Planning; o Site Development Plan; o Construction Sequencing Plan; o Sequencing of Erosion and Sedimentation Controls; o Operation and Maintenance of Erosion and Sedimentation Controls; o . Inspection Schedule; o Maintenance Schedule; o 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. D The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted hifore land disturbance begins. o The project is not covered by a NPDES Construction General Permit. . 0 The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. • The project is covered by a NPDES Construction General Permit but noSWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. • The Post Construction Operation and Maintenance Plan is included in theStormwater Report and includes the following information: • Name of the stormwater management system owners; • Party responsible for operation and maintenance; • Schedule for implementation of routine and non-routine maintenance tasks; • Plan showing the location of all stormwater BMPs maintenance access areas; o Description and delineation of public safety features; o Estimated operation and maintenance budget; and • Operation and Maintenance Log Form. Storm water Report 7 I f , ~ I r I r I re 1,- I" I· I- i I- I I I I I I I I I I Massachusetts Storm water Report Checklist Q The responsible party is not the owner of the parcel where the BMP is located and the Storm water Report includes the following submissions: o A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; o A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. a The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; Q An Illicit Discharge Compliance Statement is attached; • NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Storlllwater Report 8 I I I I I I I I STORMWATER MANAGEMENT STANDARDS REVIEW I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I C. Stormwater Management Standards Review 1. 2. . Standard 1: No New Untreated Discharges The Garden Street Condominium project will provide controlled stormwater discharges at two locations on the site. The rear discharge from an infiltration system is located within the jurisdiction of the Agawam Conservation Commission and within the Buffer Zone of a Bordering Vegetated Wetland. The pipe outfall is located forty feet from the edge of wetland. Prior to discharge from the infiltration basins, the stormwaters have been "treated" to remove 80% of the total suspended solids in accordance with D.E.P. regulations (see Standard 4). The pipe outlet for the rear infiltration basin is 4" ADS at 9.0% slope. The design flow for the 4" discharging for the 100 year event is 0.72 c.f.s. with a velocity of 8.3 f.p.s. (see Appendix A). Using the Technical Report H-74-9, U.S. Army Engineer Experiment Station, the rip-rap blanket has been sized to be thirty feet long, Calculations C-1.1. The down-gradient grass area would be planted with a tall fescue Kentucky bluegrass mix to accept the reduced velocity of 2.0 fp.s. on the area subject to sheet flow off the rip-rap pad. Standard 4 details compliance with the "adequately treated" requirement for this development. Standard 2: Peak Rate Attenuation Table C-2.1 summarizes the pre-development and post- development rates of stormwater discharge for the development The drainage review and the stormwater discharge designs were conducted for the 2 year, 10 year, 25 year and 100 year -24 hour storm. The infiltration structures provide for control of the listed storms so that flow attenuation is achieved in accordance with the Regulations. A review of the immediate downstream area reveals no current on- going flooding issues. The stream is listed as within a Zone C flood zone on Flood Insurance Rate Map 250133-0001A Appendix A details stormwater flow paths, pre and post development stormwater flows, stormwater structures impacts on flows using the TR-20 methodology in Hydro Cad format 1 I I I I I I I I I I I I I I I I I I A. B. Erosion Calculations -Southerly Infiltration Bed Rip-Rap Sizing dso = Do 0.020 !& TW Q 413 Do 512 dso = diameter of average size stone -ft. Do = height of culvert -ft. Tw = tailwater depth above invert of culvert outlet -ft. Q = discharge -c.f.s. d50 = 0.020 0.33 0.72 413 0.33' 0.17' 0.335/2 d50 0.33' x 0.020 x 1.94 0.72 413 0.06 d50 0.01' (12)413 dso = 1.0±' Rip-Rap stone to be a minimum l' diameter as noted on plan. Length of Horizontal Blanket Lsp = Do 1.8 Q +7' Do 512 Ref: Practical Guidance for Design of Lined Channel Expansions at Culvert Outlets; Hydraulic Model Investigations, Army Engineer Waterways Experiment Station, Vicksburg Mississippi Lsp Do Q Lsp 0.33' Lsp 0.33 = = = = = length of stone protection -ft. height of culvert -ft. discharge -c.f.s. 1.8 0.72c.f.s. +7' 0.335/2 1.8 (2.2) + 7' C-1.1 I I I I I I I I I I I I I I I I I I I C. Lsp = 0.33 4' + 7' Lsp = 4.0' Rip-Rap Length -25' -Shown on Plan Rip-Rap Width @ End of Rip-Rap Rip-Rap Width @ Culvert 3 x 0.33' = l' Width for Maximum Tailwater 3:1 Flare 25'L ... 3 = 8.33' 8.33' + l' = 9.33' Rip-Rap Width = 10' Shown on Plan C-1.1 I I I I I I I I I I I I I I I I I I I A. B. Erosion Calculations -Northerly Infiltration Bed Rip-Rap Sizing dso = 0.020 Do TW o 4/3 Do oc;-w- dso = diameter of average size stone -ft. Do = height of culvert -ft. Tw = tailwater depth above invert of culvert outlet -ft. o = discharge - C.f.s. dso = 0.020 0.33 0.33' 0.17' 0.16 0.335/2 413 dso 0.33'xO.020x1 .94 0.16 4/3 0.06 dso 0.01' (2.67) 4/3 dso = 0.04' Rip-Rap stone to be a minimum 6" diameter as noted on plan. Length of Horizontal Blanket Lsp = Do 1.8 Q + 7' 0 0512 Ref: Practical Guidance for Design of Lined Channel Expansions at Culvert Outlets; HydrauliC Model Investigations, Army Engineer Waterways Experiment Station, Vicksburg Mississippi Lsp = length of stone protection -ft. Do = height of culvert -ft. 0 = discharge -c.f.s. Lsp = 1.8 0.16 c.f.s. +7' 0.33' 0.335/2 Lsp = 1.8 (2.56) + 7' 0.33 C-1 .1 I I I I I I I I I I I I I I I I I I I C. Lsp = 0.33 4.6' + 7' Lsp = 3.8' Rip-Rap Length -10' -Shown on Plan Rip-Rap Width @ End of Rip-Rap Rip-Rap Width @ Culvert 3xO.33' = l' Width for Maximum Tailwater 3:1 Flare 10'L+3 =3.33' 3.33' + l' ::: 4.33' Rip-Rap Width = 5' Shown on Plan C-1.1 ------------------- Northerly Low Point 10-year 4.60 inches 25-year 5.30 inches 50-year 6.00 inches 100-year 6.50 inches 10-year 4.60 inches 25-year 5.30 inches 50-year 6.00 inches 100-year 6.50 inches Garden Street Condos Agawam. MA Storm water Management Report June 201 1 0.10 0.19 0.31 0.41 0.58 1.17 2.00 2.70 C -C., 0.00 0.03 0.07 0.12 0.16 0.01 0.56 0.93 1.61 2.10 I I I I I I I I I I I I I I I I I I I 3. Standard 3: Recharge 4. Hydrologic Soil Group Determination: A review of the Natural Resources Conservation Service mapping for the site shows two (2) Hydrologic Soil Groups (A&B) present at the site. The majority of the site is comprised of Merrimac soils. Exhibit C-3.1 details the N.R.C.S. mapping for the site. Appendix B details soils evaluation locations and soils evaluations conducted to verify soil grouping. On May 27, 2011 test pits for soils evaluation were excavated. Gary Weiner, P.E. -Civil, certified Soil Evaluator conducted the soils review and evaluations witnessed by Town of Agawam officials. Results of the evaluations are listed in Appendix B. Calculations C-3.2 detail compliance with Recharge requirements. Standard 4: Water Quality The development and design of the Garden Street condominium project utilizes proprietary structures to accomplish the 80% removal of Total Suspended Solids. In conjunction with deep sump and hooded catch basins, the standard is surpassed. Exhibit C-4.1 is the TSS Removal Calculation Worksheet and Exhibit C-4.2 is the "Stormceptor" worksheet detailing the removal efficiency for the required impervious area. Appendix C has the long-term pollution mitigation plan for the site. This plan document can be removed from this report and incorporated into the condominium master deed. Along with the Operations and Maintenance plan (Standard 9), the condominium association will have the necessary information to maintain long- term water quality. Water Quality Treatment Volume Vwq = Dwq. In.l12 inches/foot x Aimp. Dwq = 0.5 inches A = 80,400 s.f. Vwq = 0.5" .;. 12"/fl. x 80,400 s.f. Vwq = 3,350 c.f. The volume will be treated using the above-listed design features. I , J8 I I I I I I I I I I I I I I I I I I I I I Recharge Volume Calculations a.) Required Recharge Volume Rv = F x Impervious Area Hydrologic Soils Group was determined to be - A & B Impervious Area = 80,400 s.t. Rv = 0.6" "'" 12"/ft. x 80,400 s.f. = 4,020 c.f. b.) Capture Area Adjustment c.) Required Recharge Volume -4,020 c.f. Impervious Area Draining to Recharge Areas 36 Units and Roadway & Driveways -74,400 s.f. 74,400 s.f. "'" 80,400 s.f. = 93% Ratio of Total Site Impervious Area to Site Impervious Draining to Recharge Area 80,400 s.f."'"74,400 s.f. = 1.08 Adjusted Minimum Recharge Volume 1.08 x 4,020 c.f. = 4,344 c.f. Sizing Storage Volume -"Static" method to be used -Infiltration device to accept 4,344 c.f. before infiltration Garden Street Condominiums will utilize two infiltration beds to provide the required infiltration. Roof and roadway runoff will be diverted to below-grade "Cultec" recharger model 280's for groundwater recharge. The required recharge volume of 4,344 c.f. will be distributed between the two (2) infiltration beds. C-3.2 I I I I I I I I I I I I I I I I I I I Roof and Roadway Runoff Infiltration Volume The "Cultec" 280 has a capacity of 48.5 c.f. per 8.0 foot standard unit. The stone below the unit has an available voids volume of 12 c.f. per Cultec unit. 5' x 1.0' x 30% voids = 1.5 c.f.II.f. 1.5 c.f. x 8' (standard unit length) = 12 c.f. Total Storage Available per Cultec 280 Unit = 48.5 c.f. + 12 c.f. = 60.5 c.f. Infiltration beds have 80 units (northerly bed) and 126 units (southerly bed) 206 units x 60.5 c.f. = 12,463 c.f. Provides 2 times+ available storage volume d.) Drawdown Within 72 Hours Time = 12,463 c.f. (K) (Bottom Area) K = 1.02"/hr. (Rawls Rate for Sandy Loam) Bottom Area Infiltration = (23.2' x 115') + (62.2' x 66') = 6,773.2 s.f. Bottom Area = 6,773.2 s.f. Time = 12.463 c.f. = 21.6 hours 1.02"/hr. + 12"1ft. x 6,773.2 s.f. 21.6 hours < 72 hours -Design is Satisfactory C-3.2 - - - - - - - - - - - --. - -.--.. - INSTRUCTIONS: 1. In BMP Column. click on Blue Cell to Activate Drop Down Menu 2. Select 8MP from Drop Down Menu 3. After 8MP is selected. TSS Removal and other Columns are automatically completed. ..... Q) Q) .s:: ~~ > ~ o 0 E~ Q) c: 0:: 0 CJ)~ CJ)~ .... ::3 () -~ U Location: \AGA.'WA.M ; MA.=-<:,;'AA9J::N$r:::=J\ B C BMP1 , D~f> SOMP-' VtrcH8teJN ' . PROP. 8.lvtP. , .. '. S\q<M:E?t6Rt :' , "- , , . .' "'" . . " .. . . '. ,',' ", .': ; . ,. ...... -'., t'; :, ',,) TSS Removal R-<-1 - 25% ~% ... - o Starting TSS --~- \.00 O:-tS . . -. _. -- E Amount . __ ... _---\- 0.25 . ".~ O.CeO v Versjon 1, Automated: Mar. 4, 2008 F ---\- 0·l'5 .. 0.\5 . o.c:.. 0 / be Completed for Each ~~ ~~separate Form Needs to ~~"",-","=T.,...o=ta..,..I..,-T-,.SS Removal = u....;> 10 Outlet or BMP Train Project: (iAB,*~~~·,;q>~~: Prepared By: ,::':<S;WE;\\..ie~,2>:: ·Equals remaining load from previous BMP (E) "Date:'!<<';.lgqll::)';: which enters the 8MP Non-automated TSS Calculallon Sheet must be used If Proprietary BMP Proposed 1. From Mass DE? Stormwat.r Handbook Vol. 1 &H\B\T C-4-.\ M.ss. Dept. of Environmental Proteclion I I I I I I I I I I I I I I I I I I I ~ StormceptorO Stormceptor Sizing Detailed Report PCSWMM tor Stormceptor Project Information Date 8/30/2011 Project Name Maple View Commons -Agawam, MA Project Number 100403 Location Stormceptor-1 (Northeast comer) Stormwater Quality Objective This report outlines how Stormceptor System can achieve a defined water quality objective through the removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary. Stormceptor System Recommendation The Stormceptor System model STC 900 achieves the water quality objective removing 86% TSS for a Fine (organics, silts and sand) particle size distribution. The Stormceptor System The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor's patented design generates positive TSS removal for all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of particle sizes, including fine sediments (clays and silts), thai are often overlooked in the design of other stormwater treatment devices. 1 I I I I I I I I I I I I I I I I I I I ~ Stormceptor- Small storms dominate hydrologic activity, US EPA reports "Early efforls in stormwater management focused on flood events ranging from the 2-yr to the 100-yr storm. Increasingly storm water professionals have come to realize that small storms (i.e. < 1 in. rainfall) dominate watershed hydrologic parameters typically associated with water quality management issues and BMP design. These small stDlms are responsible for most annual urban runoff and groundwater recharge. Likewise, with the exception of eroded sediment, they are responsible for most pollutant washoff from urban surfaces. Therefore, the small storms are of most concern for the stormwater management objectives of ground water recharge, water quality resource protection and thermal impacts control." "Most rainfall events are much smaller than design storms used for urban drainage models. In any given area, most frequently recurrent rainfall events are small (tess than 1 in. of daily rainfall)." 'Continuous simulation offers possibilities for designing and managing BMPs on an individual site-by-site basis that are not provided by other widely used simpler analysis methods. Therefore its application and use should be encouraged .• -US EPA Stormwater Best Management Practice Design Guide, Volume 1 -General Considerations, 2004 Design Methodology Each Stormceptor system is sized using PCSWMM lor Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data and specified site parameters. With US EPA SWMM's precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. Stormceptor's unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing (summary of analysis presented in Appendix 2): • Site parameters • Continuous historical rainfall, including duration, distribution, peaks (Figure 1) • Interevent periods • Particle size distribution • Particle settling velocities (Stokes Law, corrected for drag) • TSS load (Figure 2) • Detention time of the system The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3 illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. It is clear that large events do not significantly impact the average annual TSS removal. There is no decline in cumulative TSS removal, indicating scour does not occur as the flow rate increases. 2 I I I I I I I I I I I I I I I I I I I -. ~ Stormceptor" ~+ .l I I I t---I t I ~ I ~ 0 J G " ., I 0 -,.. p ~ ~ ~ • ;;; g I! ., ~ ~ "' ~ !~ ~ . ~ ~ ~ 8 ~ ~ ~ . ~ ~ ~ • ~ ~ ~ ~ ~ Flow (cis) Figure 1. Runoff Volume by Flow Rate for KNIGHTVILLE DAM -MA 3985, 1984 to 1997 for 1.08 Be, 66% Impervious. Small frequent storm events represent the majority of annual rainfall volume. large infrequent events have little impact on the average annual TSS removal, as they represent a small percentage of the total annual volume of runoff. '.r---.---.. ~---- I 60 0 -t-t I ~ • 0 ~ 0 " ~~ ~ " ~ ~ " " It ~ ., Figure 2. long Term Pollutant load by Flow Rate for KNIGHTVILlE DAM -3985,1984 to 1997 for 1.08 ae, 66% Impervious. The majority of the annual pollutant load is transported by small frequent storm 3 I I I I I I I I I I I I I I I I I I I ~ Stormceptor· events, Conversely, large infrequent events carry an insignificant percentage of the total annual pcllutant load, 100 ~-- t:fr. § ~ u 70 . t-V) ~ GO- E 50 ~ 10 o -. _L_...L_---'------l-t-___ ...l.-Li-+_L J_.L . .J. ! , I !...L I I 0,0 0,5 10 1'5 20 Stormceptor Model TSS Removal (%) STC 900 86 Flow (cfs) Drainage Area (ac) Impervious (%) 1,08 66 Figure 3. Cumulative TSS Removat by Flow Rate for KNIGHTVlLLE DAM -3985,1984101997. Stormceptor continuously removes TSS throughout the full range of storm events analyzed, Note that large events do not Significantly impact the average annual TSS removal. Therefore no decline in cumulative TSS removal indicates scour does not occur as the flow rate increases, 4 I I I I I I I I I I I I I I I I I I I ~ Stormceptor" Appendix 1 Stormceptor Design Summary Project Information Date Project Name Project Number 8/3012011 Maple View Commons - Agawam, MA 100403 Location Stormceptor-l (Northeast comer) Designer Information -. Company Contact R Levesque Associates, Inc. N/A Notes Stormceptor sizing for drainage area PS2 of Hydrocad analysis. Stormceptor to be tocated at northeast comer of proposed development. Drainage Area Total Area (ac) Imperviousness ('!o) 1.08 66 The Stormceptor System model STC 900 achieves the water quality objective removing 86% TSS for a Fine (organics, siKs and sand) particle size distribufton. Stormceptor Sizing Summary Stormceptor Model STC450i Rainfall Name State 10 KNIGHTVILLE DAM MA 3985 Years of Records 1984 to 1997 Latitude 42·10'12"N Longitude 72·31'12"W Water Quality Objective I TSS Removal (%) 180 Upstream Storage Storage Discharge (ac-It) (cis) 0 0 TSS Removal % 79 STC 900 86 STC 1200 STC 1800 STC 2400 STC 3600 STC 4800 STC6000 STC 7200 STC 11000 STC 13000 STC 16000 5 86 87 89 90 92 93 94 00 00 97 I I I I I I I I I I I I I I I I I I I -. ~ Stormceptor· Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (orQanics siRs and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity Velocity Gravity Velocity ~m % ftls ~m % ftls 20 20 1.3 0.0013 60 20 1.B 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only represenlative of specific project requirements based on total suspended solids (TSS) removal. • • • • Only the STC 450i is adaptable to function with a catch basin inlet andlor inline pipes. Only the Stormceptor models STC 450i to STC 7200 may accommodate muttlple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration Single inlet pipe Muttiple inlet pipes STC 450i 3 in. 3 in. STC 900 to STC 7200 1 in. 3 in. STC 11000 to STC 16000 3 in. Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • DeSign estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (BOO) 909-7763 www.rinkerstormceptor.com 6 I I I I I I I I I I I I I I I I I I I ~ Stormceptor" Appendix 2 Summary of Design Assumptions SITE DETAILS Site Drainage Area ITotal Area (ae) Surface Characteristics Width (It) Slope ('!o) 1.08 434 2 Impervious Depression Storage (in.) 0.02 Pervious Depression Storage (in.) 0.2 Impervious Manning's n 0.015 Pervious Manning's n 0.25 Maintenance Frequency Sediment build-up reduces the storage volume for sedimentation. Frequency of maintenance is assumed for TSS removal calculations. Maintenance Frequency (months) I 12 Upstream Attenuation Imperviousness ('!o) 66 Infiltration Parameters Horton's equation is used to estimate infiijration Max. Infiltration Rate (inlhr) 2.44 Min. Infiltration Rate (inlhr) Decay Rate (s-l) Regeneration Rate (s-l) Evaporation I Daily Evaporation Rate (inches/day) Dry Weather Flow I Dry Weather Flow (cis) 0.4 0.00055 0.01 0.1 No Stage-storage and stage-discharge relationship used to model attenuation upstream olthe Stormeeptor System is identified in the table below. Storage Discharge ac-It cis C 0 7 I I I I I I I I I I I I I I I I I I I -, ~. Stormceptor~ PARTICLE SIZE DISTRIBUTION Particle Size Distribution Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oils and nutrients are not discharged into natural water resources. The table below identifies the particle size distribution elected to define TSS removal for the design of the Stormceptor System. Particle Size Distribution Specific Gravity ~m % 20 20 1.3 60 20 1.8 150 20 2.2 400 20 2.65 2000 20 2.65 100 , , I I 90 1 , , 80 I i ~ 70 ~ e... ~ ~ G c: 60 u: G CLAY Fine (oraanics, silts and sand) SeHiing Particle Size Velocity fils ~m 0.0013 0.0051 0.0354 0.2123 0.9417 PC SWMM for Stormceptor Grain Size Distributions SILT Distribution Specific Settling Gravity Velocity % fils '~RAVE[ -.. -.--~-.. SAND COBBLES · j. > .. ---------+ •• ---------------50 " :; I E ~ 40 ·j u I 30 ~ • i I 20 1 10 1 10 100 1000 10000 Grain Size (urn) -..-fLlO[P -,.-r ille Olslribulion -+-OK·l10 -.-F-95 Sand ___ Co~rsf! Distribullon Figure 1. PCSWMM for Stormceptor standard design grain size distributions. 8 I I I I I I I I I I I I I I I I I I I ~ Stormceptor" TSS LOADING Parameters Target Event Mean Concentration (EMC) (mg/l) Exponential Buildup Power Exponential Washoff Exponential HYDROLOGY ANALYSIS 125 0.4 0.2 Buildup I Washoff PCSWMM for Stonnceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of the Stormceptor System are based on the average annual removal of TSS for the selected s~e parameters. The Stormceptor System is engineered to capture fine particles (sitts and sands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during all rainfall events, while preventing the opportunity for negative removal efficiency (scour). Smaller recurring storms account for the major~ of rainfall events and average annual runoff volume, as observed in the historical rainfall data anatyses presented in this section. Rainfall Station Rainfall Station Rainfall File Name Latitude Longitude Elevation (tt) Rainfall Period of Record (y) Total Rainfall Period (y) KNIGHTVILLE DAM MA3985.NDC Total Number of Events 42°10'12"N Total Rainfall (in.) 72°31'12'W Average Annual Rainfall (in.) 630 Total Evaporation (in.) 14 Totallnfi~ration (in.) 14 Percentage of Rainfall that is Runoff (%) 9 1239 478.6 29.9 18.6 161 .2 62.8 I I • Stormceptor" I Rainfall Event Analysis Rainfall Depth No. of Events Percentage of Total Volume Percentage of Total Events Annual Volume in. % in. % Q.2.5 '" 59,8 56 13.9 D.SO 206 1Ei.6 ,. 15.6 I 0.75 ", '.0 6' 14.5 '.00 59 ••• " 10.9 1.25 " ,., 42 '.9 '.SO 2' 1.7 2. 6.0 I 1.75 " ,., 23 ••• 2.00 '6 '.3 30 6.' 2.25 13 1.0 27 '.7 2.SO • D.' ,. '.0 2,75 , 0.' 3 0.6 I '.00 , 0.' , 0.6 3.25 • 0.3 '2 2.6 '.SO , D.' , 0.7 3.75 0 0.0 0 0.0 I '.00 0 0.0 0 0.0 4.25 1 D.' • D.' '.SO 1 0.' • 0.9 4.75 2 0.2 • 1.' 5.00 , D.' • 1.0 I 5.25 0 0.0 0 0.0 I '.SO 0 0.0 0 00 5.15 0 0.0 0 0.0 6.00 1 0.' 6 '.2 E.2S 0 0.0 0 0.0 .... 0 0.0 0 0.0 6.75 0 0.0 0 0.0 7.00 0 0.0 0 0.0 7.25 0 0.0 0 0.0 I 7." 0 0.0 0 0.0 7,75 0 0.0 0 00 '.00 0 0.0 0 0.0 8.25 0 0.0 0 0.0 I >8.25 0 0.0 0 0.0 I Frequency of Occurence by Rainfall Depths HlO-"-----.. -____ . -l I I I I 10-' I o Rainfall Depth (in.) I 10 I I I I I I I I I I I I I I I I I I I I ~ Stormceptor· Pollutograph Flow Rate Cumulative Mass cfs % 0-035 70.'1 0.141 94_2 0,318 '"-2 0.565 ,,-, 0,683 ,,-, 1.271 100.0 1.73 100,0 2.26 100.0 2_" 100.0 3.531 100,0 4.273 100.0 5.085 100.0 '_968 100.0 6.922 100.0 ,_ .... 1DO.a 9J)oII1 100,0 10.206 100.0 11.442 100.0 12.749 100.0 '''.126 100.0 15,574 100.0 17.092 100,0 18.681 100.0 20.341 100.0 22.072 1oo.D 23.873 100.0 25.744 100.0 27,687 100.0 29_' 100.0 31,783 100.0 Cumulative Mass Transported by Flow Rate For area: 1.08 (ac), imperviousness: 66%, rainfall station: KNIGHTVILLE DAM 100 [---~:lr ~ l. ~ 60 ~ ~ 50 ...L---.Lf __ LL~_,~ -J.~-l~ .. L·i ___ .L __ Ll.._+ ____ J 0.2 0-4 o_6 0_8 1.0 Flow (cfs) 11 -L-L-t-.-'~_+_l..---.-L~1 1.2 1-4 1B I I I I I I I I I I I I I I I I I I I ~ Stormceptor" Stormceptor Sizing Detailed Report PCSWMM for Stormceptor Project Information Date 8/30/2011 Project Name Maple View Commons -Agawam, MA Project Number 100403 Location Slormceplor-2 (Site low point) Stormwater Quality Objective This report outlines how Stormceptor System can achieve a defined water quality objective through the removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary. Stormceptor System Recommendation The Stormceptor System model STC 900 achieves the water quality objective removing 83% TSS for a Fine (organics, si~s and sand) particle size distribution. The Stormceptor System The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor's patented design generates positive TSS removal for aU rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majorily of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of particle sizes, including fine sediments (clays and silts), that are often overlooked in the design of other stormwater treatment devices. 1 I I I I I I I I I I I I I I I I I I I , , ~ Stormceptor' Small storms dominate hydrologiC activity, US EPA reports "Early efforls in stormwater management focused on flood events ranging from the 2-yr to the 100-yr stonn. Increasingly storm water professionals have come to realize that small storms (i. e, < 1 in. rainfall) dominate watershed hydrologic parameters typically associated with water quality management issues and BMP design These small stonns are responsible for most annual urban runoff and groundwater recharge. Likewise, with the exception of eroded sediment, they are responsible for most pollutant washoff from urban surfaces. Therefore, the small storms are of most concern for the stormwater management objectives of ground water recharge, water quality resource protection and thennal impacts control." "Most rainfall events are much smaller than design stonns used for urban drainage models. In any given area, most frequently recurrent rainfall events are small (less than 1 in, of daily rainfall)." 'Continuous simulation offers possibilities for designing and managing BMPs on an individual site-by-site basis that are not provided by other widely used simpler analysis methods. Therefore its application and use should be encouraged." -US EPA Stormwater Best Management Practice Design Guide, Volume 1 -General Considerations, 2004 Design Methodology Each Siormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data and specified site parameters. With US EPA SWMM's precision, every Stormceptor unit is designed to achieve a defined water quality objective, The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load, Stormceptor's unn process for TSS removal is settling, The settling model calculates TSS removal by analyzing (summary of analysis presented in Appendix 2): • Site parameters • Continuous historical rainfall, including duration, distribution, peaks (Figure 1) • I nterevent periods • Particle size distribution • Particle settling velocities (Stokes Law, corrected for drag) • TSS load (Figure 2) • Detention time of the system The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3 illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed, It is clear that large events do not significantly impact the average annual TSS removal. There is no decline in cumulative TSS removal, indicating scour does not occur as the flow rate increases, 2 I I I I I I I I I I I I I I I I I I I -. ~ Stormceptor" Flow (cfs) 1 i--t-t--i-i+ _"---"---++-+J _ r. ~ ~ ~ ~ ~ :~ ~ ~ ~ ~ t ~ ~ ~ g ~ ~ ~ ~ ~ $ ~ Figure 1. Runoff Volume by Flow Rate for KNIGHTVILLE DAM -MA 3985,1984 to 1997 for 1.61 ae, 61.6"10 impervious. Small frequent storm events represent the majority of annual rainfall volume. Large infrequent events have little impact on the average annual TSS removal, as they represent a small percentage of the total annual volume of runoff. I_Jll!L--i--+-+-+--i--+-+--+-+---+-H-+--:--+ + -+- ~ ~ ~ ------~ 0 0 -NAp ~ m ~ p ~ t ~ W ~ ~ g Flow (cts) I --,---+---+--,--+J kl 8 ~~ t6 m ~ < 0 Figure 2. Long Term Pollutant Load by Flow Rate for KNIGHTVILLE DAM -3985, 1984 to 1997 for 1.61 ae, 61.6"10 impervious. The majority of the annual pollutant load is transported by small frequent 3 I I I I I I I I I I I I I I I I I I I ~ Stormceptor· storm events, Conversely, large infrequent events carry an insignificant percentage of the total annual pollutant load. oL...L L i _l.--,------i_.l...-l~ .... _, , I I ! I I I ! I I I !! I I Lr-L.L._+~L.;--'--L-'J 0:0 0.5 1.0 1:5 2.0 2.5 3.0 3.5 40 4 5 Stormceptor Model TSS Removal (%) STC 900 83 Flow (cis) Drainage Area (ac) Impervious (%) 1.61 61.6 Figure 3. Cumulative TSS Removal by Flow Rate for KNIGHTVlLLE DAM -3985, 1984 to 1997. Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note that large events do not significantly impact the average annual TSS removal. Therefore no decline in cumulative TSS removal indicates scour does not occur as the flow rate increases. 4 I I I I I I I I I I I I I I I I I I I ~. Stormceptor ' Appendix 1 Stormceptor Design Summary Project Information Date Project Name Project Number 8/3012011 Maple View Commons - Agawam, MA 100403 Location Stormceptor-2 (Site low point) Designer Information I Company Contact Notes R Levesque ASSOciates, Inc. NIA Stormceptor sizing for drainage area PS3 of Hydrocad analysis. Stormceptor to be located near low point of entrance drive. Drainage Area Total Area (Be) Imperviousness ('!o) 1.61 61 .6 The Stormceptor System model STC 900 achieves the water quality objective removing 83% TSS for a Fine (organics. si"s and sand) particle size distribution. Stormceptor Sizing Summary Stormceptor Model STC 450i Rainfall Name State 10 KNIGHTVILLE DAM MA 3985 Years of Records 1984 to 1997 Latitude 42°tO'12"N Longitude 72°31'12"W Water Quality Objective I TSS Removal ('!o) 180 Upstream Storage Storage (ae-tt) 0 TSS Removal % 75 Discharge (cis) 0 STC 900 83 STC 1200 STC 1800 STC 2400 STC 3600 STC 4800 STC6000 STC 7200 STC 11000 STC 13000 STC 16000 5 83 84 87 88 90 91 92 94 95 96 I I I I I I I I I I I I I I I I I I I ~ Stormceptor" Particle Size Distribution Removing si~ particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses, The table below lists the particle size distribution used to define the annual TSS removal. Fine (or~anics silts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settting Gravity Velocity Gravily Velocity ~m % fils ~m % fils 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simula«ons using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. • Only the STC 450i is adaptable to function with a catch basin inlet andlor inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate muniple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration Single inlet pipe Muniple inlet pipes STC 450i 3 in. 3 in. STC gOO to STC 7200 1 in. 3 in. STC 11000 to STC 16000 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800) 909-7763 www.rinkerstormceptor.com 6 I I I I I I I I I I I I I I I I I I I ~ Stormceptor· Appendix 2 Summary of Design Assumptions SITE DETAILS Site Drainage Area Irotal Area (ac) Surface Characteristics Width (It) Slope ("!o) Impervious Depression Storage (in.) Pervious Depression Storage (in.) Impervious Manning's n Pervious Manning's n Maintenance Frequency 1.61 530 2 0.02 0.2 0.015 0.25 Sediment build-up reduces the storage volume for sedimentation. Frequency of maintenance is assumed for TSS removal calculations. Maintenance Frequency (months) I 12 Upstream Attenuation Imperviousness ("!o) 61 .6 Infiltration Parameters Horton's equation is used to estimate infiHration Max. Infiltration Rate (inlhr) 2.44 Min. Infiltration Rate (inlhr) Decay Rate (s·') Regeneration Rate (s·') Evaporation I Daily Evaporation Rate (inches/day) Dry Weather Flow I Dry Weether Flow (cfs) 0.4 0.00055 0.01 0.1 No Stage-storage and stage-discharge relationship used to model atlenuation upstream oflhe Stormceptor System is identified in the table below. Storage Discharge ae-It cfs 0 0 7 I I I I I I I I I I I I I I I I I I I -.. ~ Stormceptor e PARTICLE SIZE DISTRIBUTION Particle Size Distribution femoving fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oils ~nd nutrients are not discharged into natural water resources. The table below identifies the particle size distribution ~elected to define TSS removal for the design of the Stormceptor System. Particle Size um 20 60 150 400 2000 100 1 I 90 J I 80 I ;e ~ 70 J ~ I .. c 60 -1 u: .. , > '. .. 50 -1 .. '3 , E I " 40 J I) 30 20 10 I 0 I 1 Distribution Specific Grav~y % 20 1.3 20 1.8 20 2.2 20 2.65 20 2.65 CLAY , . 10 Fine (orQanics, silts and sand' Settling Velocity Particle Size ftls um 0.0013 0.0051 0.0354 0.2123 0.9417 PC SWMM for Stormcep1or Grain Size Distributions SILT 100 Grain Site lum) Distribution Specific Settling Gravity Veloc~ % ftls ... I URAVEl;'- .. ___ ..... 1k ... ,._. SANP • COBBLES 1000 10000 ......-r'UDEP ---rille DISllibutioll -.-OK 110 -'-F -95 Sand ___ Coarse OislrilllJllQIl Figure 1 .. PCSWMM for Stormceptor standard design grain size distributions. 8 I I I I I I I I I I I I I I I I I I I ~ Stormceptor" TSS LOADING TSS Loadin Parameters TSS Loading Function Parameters Target Event Mean Concentration (EMC) (mg/L) Exponential Buildup Power Exponential Washoff Exponential HYDROLOGY ANALYSIS 125 0.4 0.2 Buildup I Washoff PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of the Stormceptor System are based on the average annual removal of TSS for the selected site parameters. The Stormceptor System is engineered to capture fine partides (sihs and sands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during all rainfall events, while preventing the opportunity for negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station Rainfall Station Rainfall File Name Lat~ude Long~ude Elevation (tt) Rainfall Period of Record (y) Total Rainfa" Period (y) KNIGHTVILLE DAM MA3985.NDC Total Number of Events 1239 42"10'12"N Total Rainfall (in.) 478.6 72"31'12"W Average Annual Rainfall (in.) 29.9 630 Total Evaporation (in.) 17.6 14 Total Infiltration (in.) 182.2 14 Percentage of Rainfa" that is 58.6 Runoff (0/0) 9 I I ~ Storm ceptor , I Rainfall Event Analysis Rainfall Depth No. of Events Percentage of Total Volume Total Events in. % in. 0.25 741 59.13 66 0.50 206 16.6 74 I 0.75 112 '.0 " 1.00 " 4.B 52 1.25 3B 3.1 42 1.50 21 1.7 29 I 1.75 14 1.1 23 I 2.00 16 1.3 30 2.25 13 1.0 27 2.50 6 0.5 14 2.75 1 0.1 3 3.00 1 0.1 3 3.25 4 0.3 12 3.50 1 0.1 3 3.75 0 0.0 0 I 4.00 0 0.0 0 4.25 1 0.1 4 4.50 1 0.1 4 4.75 2 0.2 9 5.00 1 0.1 5 I 5.25 0 0.0 0 5.50 0 0.0 0 5,75 0 0.0 0 6.00 1 0.1 6 I 6.25 0 0.0 0 6.50 0 0.0 0 6.75 0 0.0 0 7.00 0 0.0 0 7.25 0 0.0 0 I 7.50 0 0.0 0 7.75 0 0.0 0 '.00 0 0.0 0 8.25 0 0.0 0 I >6.25 0 0.0 0 I '00--- Frequency of Occurence by Rainfall Depths I 90-'-- I 80--·· j 70-- CD 60-§ o 50--' I I 6 0 o'''--'l!" 7T'-f+-, --l,l---+J, -.w+-I --lJ-+l.-:-i--t-t-"T 1 m ~ ~ ~ ~ ~ ~ y ~ ~ ~ ~ ~ M ~ ~ ~ ~ I Rainfall Depth (in.) I 10 I Percentage of Annual Volume +-i 1 ~ r.: ~ % 13.9 15.6 14.5 10.9 B.' 6.0 4.8 6.4 5.7 3.0 0.6 0.6 2.6 0.7 0.0 0.0 0.8 D.' 1.' 1.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I, I -. I ~ Stormceptor" I Pollutograph I Flow Rate Cumulative Mass cfs % 0,035 61.6 0.141 90.9 0.318 96.9 0.565 98.9 I 0.883 99.6 1.271 99.9 I 1.73 100.0 2.26 100.0 2.66 100.0 3.531 100.0 4.273 100.0 5.065 100.0 5 .... 100.0 6.922 100.0 7.946 100.0 9.041 100.0 I 10.206 100.0 11.442 100.0 12.749 100.0 14.126 100.0 15.574 100.0 I 17.092 100.0 18.681 100.0 20.341 100.0 22.072 100.0 23.873 100.0 25.744 100.0 I 27.687 100.0 29.7 100.0 I 31.763 100.0 Cumulative Mass Transported by Flow Rate I 100T L L 90 r e For area: 1.61 (ac), impervlousness: 61.6%. rainfall station: KNIGHTVILLE DAM t 80 i 70} " ~ I 0 60 0. '" C ~ 50 '" I '" • 40 :2 <i 30 ~ c c « 20 I 10 0 0.0 I .1. ___ --.l--.l---t--_~ __ .....L '---1-1 -"~t .1."-;--_J. __ 1._-L1 __ J. -L __ ~ _+ ----.l~_II---"---"---'~~---'---'-+I 02 0.4 0.6 0.8 1.0 1.2 1.4 16 18 I Flow (c1s) I I 11 I I I I I I I I I I I I I I I I I I I I 5. 6. 7. 8. Standard 5: Land Use with Higher Potential Pollutant Loads A review of 310 CMR 10.04 and the appropriate sections of 310 CMR 22.20 and 310 CMR 22.21 indicate that this standard does not apply to the site. Standard 6: Critical Areas The site is not within the Zone 1/ or IWPA of a public water supply. The project does not discharge water to an 'Outstanding Resource Waters". There are no certified vernal pools on the site. This standard does not apply to the site. Standard 7: Redevelopment The proposed development is not a redevelopment project. Standard 8: Erosion, Sediment Control The Garden Street condominium project will require the preparation of a Storm Water Pollution Prevention Plan (SWPPP) as required under the NPDES Construction General Permit. Coverage under this permit is issued by the E.PA for the disruption of more than one acre of land. Under the SWPPP, the parties responsible for implementing an erosion control plan are named, both owner and contractor. The full erosion control plan for construction efforts will be detailed in the SWPPP and be submitted to the Agawam Conservation Commission prior to the start of any site work. Listed below is the outline for erosion and sedimentation control. Specific construction site scheduling and site controls will be part of the SWPPP. Plans accompanying this report detail erosion controls to be in place at the start of construction and areas of work. Erosion controls sequencing and stormwater management planning will be detailed in the SWPPP. The following list of erosion control measures are the minimum efforts required at the start of construction. a.) Alteration limit line will be established in the field under the supervision of the wetland specialist or site engineer prior to initiation of any work activity. This line will be established by transit survey and reviewed and approved by the Agawam Conservation Commission. b.) An erosion and sedimentation control barrier comprised of staked haybales andlor silt fence will be placed along the I I I I I I I I I I I I I I I I I I I alteration limit line except as noted on the plans where an armored erosion control barrier is required. The erosion and sedimentation control barrier will be used on an as-needed basis where road construction is outside the 100' buffer. c.) The erosion and sedimentation controls described under (b.) will be in place and the Commission notified 48 hours prior to the initiation of any work activity. d.) A washed stone tracking pad will be installed at the entrance to the project. e.) An adequate emergency supply (500 LF) of silt fence or haybales will be maintained on site. f.) Stockpiled soils to be left more than 24 hours will be stored no closer than 100 feet from the BVW, whenever possible. g.) Slopes with grades with a ratio of 3:1 or greater will receive supplemental stabilization treatment through the use of erosion control blankets. h.) Should de-watering be required during construction, a plan for the de-watering area will be submitted to · the Conservation Commission for approval. The plan will identify its location and design. i.) Any de-watering areas will be located no closer than 50 feet from the BVW or IVW. j.) Soils disturbed during construction, not covered by an impervious surface, will be permanently stabilized by loaming (6" minimum) and seeding with U.S.D.A.. S.C.S. approved or equivalent seed mixture. k.) Haybale or silt fence erosion and sedimentation controls will be properly and periodically maintained until a permanent cover is re-established. Their maintenance shall be overseen by the wetland speCialist or the site engineer. I. Prior to the removal of the erosion control barrier, al/ accumulated entrapped sediment will be properly removed. The developers of the Garden Street Condominium project will be the "responsible parties" listed in the SWPPP. They will be undertaking the project and will hire a contractor to conduct I I I , , I: I; I I I I I I I I I I I I I I 9. construction operations on the site. It is anticipated that the project building construction will be phased. The accompanying erosion control plan provides a Phase I sedimentation and erosion control construction sequencing. The removal of excavated material from the site will require sedimentation detention along the southerly side of the project. Proper site grading and sloping will minimize potential for sediments to migrate southerly toward Resource Areas during the initial site preparation. Soil stockpiling on site will be minimized due to a limited site area and concern for significant erosion. Proper daily erosion control techniques are noted on the plan. Standard 9: Long Term Operation and Maintenance Plan See Appendix C for Plan 10. Standard 10: Illicit Discharge Prohibition No Illicit Discharge Compliance Statement accompanies this report; however, one will be submitted prior to the discharge of any stormwater to post-construction BMP's. ] J J J ] J ] J J J J ] ] J J 1 ] I ] REGISTERED PROFESSIONAL ENGINEERS CERTIFICATION I I I I I· I I I I I I I I I I I I I I Registered Professional Engineer's Certification · I have reviewed the Stormwater Report, including the soil evaluation, computations, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Siock and Signature PW~ I I I I I I I I I I I I I I I I I I I APPENDIX A STORMWATER DRAINAGE REPORT ------------------- Northerly Low Point Storm Rainfall 0 ., 0 2-year 3.00 inches 10-year 4.60 inches 25-year 5.30 inches 100-year 6.50 inches Southerly Wetland Storm Rainfall 0 2-year 3.00 inches 10-year 4.60 inches 25-year 5.30 inches 100-year 6.50 inches Maple View Commons Garden Street· Agawam, MA Stormwater Management Report Au gust 2011 Peak Discharge (c.f.s.) . Pre-D~veJopment (ES1 ), cc . Post-Development (PS1) 0.00 0.00 0.10 0.03 0.19 0.07 0.41 0.16 . Peak Discharge (c.f.s.)· 'Pre-Development(ES2) Post-Development (1 R) 0.02 0.01 0.58 0.53 1.17 0.93 2.70 2.24 ------------------- <§ Northerly Low Poinl (ES2) Southe~y Wetland ~ubC1 IReaChl ~ ~ e ~ Northe~y/Low Point ~S3) ~ M Cultec Bed 2 £ Culled Bed 1 .& ~s1 :8 Southerly Wetland Drainage Diagram for Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. 8/29/2011 HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC I I I I I I I I I I I I I I I I I I I 1" = 80' r-w... I 40 0 80 ES1 Lv,v'UV sq. ES2 Maple View Commons -Pre-Development I I I I I I I I I I I I I I I I I I I PS3 70,200 sq . ft 1" = 80' ~--40 0 , i \ ! 80 Maple View Commons· Post Development I I I I I I I I I I I I I I I I I I. . I Pre-Development 2·year Storm Event (3.0 inch rainfall, Maple View Commons Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment ESl: Northerly Low Point Page 1 8/29/2011 Runoff O.OOcfs @ 15.18hrs, Volume= 117 cf, Depth= 0.06" Runoff by SCS TR-20 method, UH -SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.00" Area (sA 23,500 23,500 Tc Length (min) (feet) 20.3 100 0 .5 43 20.8 143 CN Description 48 Brush, Poor, HSG A Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (efs) 0 .0090 0.08 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3 .00" 0.0080 1.44 Shallow Concentrated Flow, Overland Flow Unpaved Kv· 16.1 fps Total Subcatchment ESl: Northerly Low Point Hydrograph TYPQIII2.4:-:.hr2"YQ~r . '~"~n'f' a'I'I-3 '0' 0" nal . ~'.' .... ···.:.Riiiioff· J. ~·r"e"·,a";·;.'~ ~3,!){)Olsf. . · .. ::~U'noffV()lu: mE!=l'l/'Cf' ·1 Time (hours) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Page 2 8/29/2011 Subcatchment ES2: Southerly Wetland Runoff 0.02 cfs @ 15.40 hrs, Volume~ 605 cf, Depth= 0 .05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs TYpe III 24-hr 2-year Rainfall=3.00" Tc (min) 13.9 0.9 1.6 16.4 Area (sO 125,800 31,700 157,500 157,500 Length (feet) 100 270 139 509 CN Description 48 Brush, Poor, HSG A 45 Woods, Poor, HSG A 47 Weighted Average Pervious Area Slope Velocity Capacity (ft/ft) (ftl sec) (cfs) 0.0230 0 .12 0.0870 4.75 0.0830 1.44 Total Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Overland Flow (field) Unpaved Kv· 16.1 fps Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Subcatchment ES2: Southerly Wetland Hydrograph .-..... :fypent24-hr 2"Year :::::;.. '" '··Rah;:faii=3~D~·i: ., '):Ru'n:off Ar.e~=1 57500 sf· . . , , , .. , . . ·::::Run(;ffV{;iutne=60S<:f ""R" ::ff· .. :D .. ·.;.. .. ~h';:O' .. '() .... 5!ii .. ,',,"'l1q : .. C:~PL'" ' ;,:::: '.FI~YI~~.f1,~t~=~O~! . ';T~:::t€);4,mii1 . eN~47 .. ---;--'---' .. --,-. I I I I I Post Development I I 2-year Storm Event I (3.0 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PSI: Northerly/Low Point Page 1 8/29/2011 Runoff 0.00 efs@ 15.05 hrs, Volume= 36 ef, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.00" Tc (min) 10.3 Area (stl 7,200 7,200 Length (feet) 81 eN Description 48 Brush, Poor, HSG A Pervious Area Slope (ft I ft) Velocity (ftl sec) Capacity Description (efs) 0.0320 0.13 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Subcatchment PSI: Northerly/Low Point Hydrograph . TypeJII 24~hr2~year .. . RainfaJl=3;()O" Ru. hoff. Area=7 200 sf , . ., ··RtilloffV9iurTui=36cf .. Runoff O'mth::::O_OI6 34 36 38 40 42 44 46 48 I III Runoff • I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall;3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Page 2 8/29/2011 Subcatchment PS2: Runoff 1.27 cfs @ 12.13 hrs, Volume; 4,421 ef, Depth; 1.13" Runoff by SCS TR-20 method, UH~SCS, Time Span~ 1.00-48.00 hrs, dt~ 0.01 hrs Type III 24-hr 2-year Rainfall=3.00" Tc (min) 6.4 0.5 Area (sA 31,100 15,900 47,000 15,900 31,100 Length (feet) 25 51 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 78 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ft/sec) (efs) 0.0100 0.06 0.0520 1.71 Description Sheet Flow, Sheet Flow Grass: Dense n~ 0.240 P2= 3.00" Sheet Flow, Sheet Flow Smooth surfaces n; 0.011 P2; 3.00" 0.3 72 0.0470 4.40 Shallow Concentrated Flow, Gutterline Flow Paved Kv~ 20.3 fps 0.4 125 0.0176 5.59 4.39 Circular Channellpipe), Pipe Flow Diam~ 12.0" Area~ 0.8 sf Perim; 3.1' r= 0.25' 0.8 220 0.0080 4.37 5.37 Circular Channellpipe), Pipe Flow Diam; 15.0" Area~ 1.2 sf Perim= 3.9' r; 0.31' 8.4 493 Total n~ 0.0 n~ 0.0 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rain/all=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS2: Hydrograph Time (hounI) Type III 24-hr 2-year Rainfall=3.00" Runoff Area=47 ,000 sf Runoff Volume=4,421 cf Runoff Oepth=1.13" Flow Length=493' Tc:;:8.4 min CN=78 44 46 48 Page 3 8/29/2011 III RunoIt~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sin 002175 02006 HydroCAD Software Solutions LLC Page 4 8129/2011 Subcatchment PS3: Runoff 1.22 cfs @ 12.25 hrs, Volume-5,621 cf. Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS. Time Span= 1.00-48.00 hrs. dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.00" Tc (min) 14.7 Area (sO 43,300 26,900 70,200 26,900 43,300 Length (feet) 100 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good. HSG A 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ft/ sec) (cfs) 0.0200 0.11 Description Sheet Flow, Sheet Flow Grass: Dense n= 0 .240 P2= 3.00" 1.3 242 0.0390 3.18 Shallow Concentrated Flow, Overland Flow 0.1 80 0.0450 8.94 1.2 50 0.0210 0.71 17.3 472 Total Unpaved Kv= 16.1 fps 7.02 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area-0.8 sf Perim-3.1' 0.87 Circular Channel (pipe). Pipe Flow Diam= 15.0" Area= 1.2 sf Perim-3.9' Subcatchment PS3: Hydrograph nme (houno) Type III 2+hr 2-year , ' .. ; Raihfall';"3.~OO~· RunoffArea=70,200 ~f Runoff Vo/urrle=5,621 Cf , Runoff Depth=O.96' .. FI<?w Length=472' . Tc=17.3 min CN=75 r= 0.25' r=0.31' n= 0.0 n= 0 .1 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainjall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS4: Page 5 8/29/2011 Runoff 0.01 cfs@ 14.99 hrs, Volume= 278 cf, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span-1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.00" Tc (min) 6.4 1.2 7.6 Area (sO 6,000 20,500 29,500 56,000 50,000 6,000 Length (feet) 100 74 174 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 45 Woods, Poor, HSG A 48 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ftl sec) Ids) Description 0 .1590 0 .26 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3 .00" 0.0390 0 .99 Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Total Subcatchment PS4: Hydrograph ...... ' ..... - .. " .... ... ::::RunoftA.r:e~:::5§;'OOO I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Reach lR: Southerly Wetland (40) Hint: Not Described (Outflow=lnflow} for 2-year event 278 cf Page 6 8/29/2011 Inflow Area = Inflow Outflow 173,200 sf, Inflow Depth = 0.02" 0.01 cfs@ 14.99 hrs, Volume= 0.01 cfs@ 14.99 hrs, Volume= 278 cf, Atten= 0%, Lag~ 0.0 min Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Reach lR: Southerly Wetland Hydrograph ... -. _ .. - ··Inflow A!~ilI:l173i200sf .... _-{------- TIme (hourw) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Inflow Ar:ea = 47,000 sf, Inflow Depth = 1.13" for 2-year event Inflow 1.27 cfs@ 12.13 hrs, Volume= 4,421 cf Outflow = 0.15cfs@ 11.82 hrs, Volume= 4,421 cf, Atten= 88%, Discarded = 0.15cfs@ 11.82 hrs, Volume= 4,421 cf Primary = 0.00 cfs@ 1.00 hrs, Volume= Ocf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 180.00' @ 13.12 hrs Surf.Area= 2,668 sf Storage= 1,592 cf Flood Elev= 187.20' Surf.Area= 3,878 sf Storage= 6,312 cf Plug-Flow detention time= 96.1 min calculated for 4,420 cf (100% of inflow) Center-of-Mass det. time= 96.0 min ( 951.0 -855.0 ) Volume Invert Avail.Storage Storage Description #1 178.65' 1,949 cf 23.20'W x 115.00'L x 3.71'H 12" Stone Page 7 8/29/2011 Lag= 0.0 min #2 #3 179.65' 185.50' 3,400 cf 962 cf 9,898 cf Overall -3,400 cf Embedded = 6,498 cf x 30.0% Voids 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 80 Inside #1 Surface Flooding (Irregular! Listed below (Recalc) 6,312 cf Total Available Storage Elevation (feet) Surf.Area (sg-ft) 185.50 186.00 187.00 Device Routing #1 Primary #2 Discarded #3 Primary o 566 1,210 Invert 180.15' 0.00' 186.80' Perim. (feet) 0.0 111.0 168.0 Inc.Store (cubic-feet) o 94 868 Ou t1et Devices Cum. Store (cubic-feet) o 94 962 4.0" x 28.0' long 4" Overflow Ke= 0.500 Wet.Area (sg-ft) o 981 2,254 Outlet Invert= 179.17' S= 0.0350 'j' Cc= 0.900 n= 0.012 2.410 inlhr Exfiltration over Surface area 10.0' long x 5.0' breadth Overflow 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.15 cfs@ 11.82 hrs HW=178.74' (Free Discharge) "t-2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=O.OO cfs@ 1.00 hrs HW=178.65' (Free Discharge) t1=4" Overflow (Controls 0.00 cfs) 3=Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydTOCAD Software Solutions LLC Pond IP: Cultec Bed 1 Hydrograph Inflow Area=47,OOO sf Peak Elev=1 (SO.OQ' Storage=1,592 cf Page 8 8/29/2011 .1n1Iow mOutflow • Discarded m Primary I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 2-year Rainfall=3.00· HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 for 2-year event 5,621 cf Page 9 8/29/2011 Inflow Area = Inflow Outflow Discarded = Primary = Secondary ~ 70,200 sf, Inflow Depth = 0.96" 1.22 cfs @ 12.25 hrs, Volume= 0.10 cfs @ 11.92 hrs, Volume= 0.10 cfs @ 11.92 hrs, Volume= 0.00 cfs @ 1.00 hrs, Volume= 0.00 cfs @ 1.00 hrs, Volume- 5,621 cf, Atten= 92%, Lag= 0.0 min 5,621 cf Ocf Ocf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs I 2 Peak Elev-174.44'@ 15.64 hrs Surf.Area= 4,105 sf Storage= 2,776 cf Flood Elev-181.00' Surf.Area= 4,105 sf Storage-10,204 cf Plug-Flow detention time= 310.6 min calculated for 5,621 cf (100% of inflow) Center-of-Mass det. time= 310.6 min ( 1,183.9 -873.3) Volume Invert Avail.Storage Storage DescriEtion #1 173.00' 2 ,963 cf 62.20'W x 66.00'L x 3.71'8 12" Stone 15,230 cf Overall-5,355 cf Embedded = 9,875 cf x 30.0% Void #2 174.00' 5,355 cf 46.9"W x 26.0"8 x 7.00'L Cultec R-2S0 x 126 Inside #l #3 179.30' 1,886 cf Roadwal Flooding IIrrel!!JarI Listed below (Reeale) -Impervious 10,204 ef Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sg-ft) 179.30 0 180.00 648 181.00 3,132 Device Routing Invert #1 Primary 175.25' #2 Discarded 0.00' #3 Secondary 180.80' (feet) (cubic-feetl (cubic-feet) (sg-ft) 0.0 0 0 0 114.0 151 151 1,035 225.0 1,735 1,886 4,034 Outlet Devices 4.0" x 110.0' long 4" Overflow Ke= 0.500 Outlet Invert= 165.35' S= 0 .0900·j' Cc= 0.900 n= 0.012 1.020 In/hr ExOltratlon over Surface area 5.0' long x 5.0' breadth Roadway Flooding Overflow 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 Coer. (English) 2.34 2.50 2 .70 2.68 2.68 2.66 2.65 2.65 2 .65 2.65 2.67 2 .66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=O.1O cfs @ 11.92 hrs HW=173.0B' (Free Discharge) ~=Exfiltration (Exfiltration Controls 0.10 cfs) ~mary OutFlow Max=O.OO cfs @ 1.00 hrs HW=173.00' (Free Discharge) 1=4" Overflow (Controls 0.00 efs) ~ondary OutFlow Max=O.OO cfs @ 1.00 hrs HW=173.00' (Free Discharge) 3=Roadway Flooding Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 2-year Rainfall=3.00" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 Hydrograph Time (hours) Inflow Area=70,200 sf . Peak Elev=174.44' Storage=2,776 cf Page 10 8/29/2011 • Inflow Cl Outflow • Discarded • Primary • Secondary I I I I I Pre-Development I I 10·year Storm Event I (4.6 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr lO-year Rainfall~4.60" HydroCAD® 8 .00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment ESl: Northerly Low Point Page 1 8/29/2011 Runoff 0.10 cfs @ 12.51 hrs, Volume~ 874 cf, Depth~ 0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr lO-year Rainfall~4.60" Area (sO CN Description 23,500 48 Brush, Poor, HSG A 23,500 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ ft) (ft/sec) (cfs) 20.3 100 0.0090 0.08 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 0.5 43 0.0080 1.44 Shallow Concentrated Flow, Overland Flow 20.8 143 Unpaved Kv= 16.1 fps Total Subcatchment ESl: Northerly Low Point Hydrograph Type III 24-hr to-year Rainfall=4.60" Runoff Area=23,SOO sf R.unoffVolume~874cf Runoff Oepth=O.4S" Flow Length=143' Tc=20.8 min CN=48 , 34 36 38 40 42 48 I [) Runoff~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lO-year Rain/all=4.60" HydroCAD® B.OO sin 002175 © 2006 HydroCAD Software Solutions LLC Page 2 8/29/2011 Subcatchment ES2: Southerly Wetland Runoff 0.58 efs @ 12.48 hrs, Volume= 5,297 cr, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr lO-year Rainfall=4.60" Area (sf) 125,800 31,700 157,500 157,500 Tc Length (min) (feet) 13.9 100 0.9 270 l.6 139 16.4 509 CN Description 48 Brush, Poor, HSG A 45 Woods, Poor, HSG A 47 Weighted Average Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/ sec) (efs) 0.0230 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3 .00" 0.0870 4.75 Shallow Concentrated Flow, Overland Flow (field) Unpaved Kv= 16.1 fps 0.0830 l.44 Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Total Subcatchment ES2: Southerly Wetland Type III 24·hr to-year ' Rainfall=4;60" . ... . Runoff Are'a=:f157 ,500 sf Runoff Volunie=5,291 cf Runof(jj~pth=O.~()'i Flow L,~ngth=509' Tc=16.4 min .. CN;:47 Ie Runoff! I I I I I Post Development I I 10·year Storm Event I (4.6 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr la-year Rainfall=4.60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS1: Northerly/Low Point Page 1 8/29/2011 Runoff 0.03 cfs @ 12.35 hrs, Volume= 268 cf, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.60" Area (sg 7,200 7,200 Tc Length (min) (feet) 10.3 81 CN Description 48 Brush, Poor, HSG A Pervious Area Slope (ftf ft) Velocity (ftf sec) Capacity Description (efs) 0.0320 0.13 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Subcatchment PS1: Northerly/Low Point . Type III 24-hr·1{) .. year --_ ......... -.. . Rai nfall:;;4.60" RunoffAi'ea=7,~99Sf .. Runoff Volume=268cf .·RI.I.r1offOeptb:::O .. 45" ..... FloVllE!n:~.th=81· Slope=Oy032-O 'J'. , . ·T¢=1Q::~miii CN~48 30 32 34 36 38 40 t [J Runoff~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 10-year Rainfall=4.60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Page 2 8/29/2011 Subcatchment PS2: Runoff 2.76 efs@ 12.12 hrs, Volume= 9,305 ef, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr lO-year Rainfal1=4.60" Tc (min) 6.4 0.5 Area (sl) 31,100 15,900 47,000 15,900 31,100 Length (feet) 25 51 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 78 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ft/sec) (efs) 0.0100 0.06 0.0520 1.71 Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" 0.3 72 0.0470 4.40 Shallow Concentrated Flow, Gutterline Flow Paved Kv= 20.3 fps 0.4 125 0.0176 5.59 4.39 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' 0.8 220 0.0080 4.37 5.37 Circular Channel (pipe), Pipe Flow Diam= 15.0" Area= 1.2 sf Perim= 3.9' r=0.31' 8.4 493 Total n= 0.0 n= 0.0 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lO-year Rainfall=4.60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS2: Hydrograph Type III 24-hr 10-year Rainfall=4.60" Runoff Area=47,OOO sf Runoff Volume=9,305 cf Runoff Depth=2.38" Flow Length=493' Tc=8.4 min CN=78 o~~~~~~~~~~ 2 10 12 14 16 18 20 34 36 38 40 42 44 46 46 Page 3 8/29/2011 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 2 4-hr JO-year Rainfall=4.60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Page 4 8/29/2011 Subcatchment PS3: Runoff 2.85 cfs @ 12 .24 hrs, Volume= 12,455 cf, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.60" Tc (min) 14.7 Area (sO 43,300 26,900 70,200 26,900 43,300 Length (feet) 100 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ ft) (ft/ sec) (cfs) 0 .0200 0.11 Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.3 242 0.0390 3.18 Shallow Concentrated Flow, Overland Flow 0.1 80 0.0450 1.2 50 0.0210 17.3 472 Total o . , Unpaved Kv= 16.1 fps 8.94 7.02 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area= 0.8 sf Perim= 3.1' 0.71 0.87 Circular Channel (pipe), Pipe Flow Diam= 15.0" Area= 1.2 sf Penm= 3.9' Subcatchment PS3: Hydrograph Type III 24-hr 10-year Rainfall=4.60" Runoff Area=70,200 sf .. RunoffVolume=12,455 C:f Runoff Depth=2;13" Flow Length=472' Tc=17.3 min CN=75 Time (hou~) r= 0.25' r= 0.31' n= 0.0 n= 0.1 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 10-year Rainfall;4.60" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS4: Page 5 8/29/2011 Runoff 0.27 cfs @ 12.30 hrs, Volume= 2,083 cf, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.60" Tc (min) 6.4 Area (sO 6,000 20,500 29,500 56,000 50,000 6,000 Length (feet) 100 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 45 Woods, Poor, HSG A 48 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ft! sec) (efs) Description 0 .1590 0 .26 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.2 74 0.0390 0.99 Shallow Concentrated Flow, Overland Flow 7.6 174 Total Woodland Kv= 5.0 fps Subcatchment PS4: Hydrograph ... Type III 24-hr1 O-year Rainf~II=4.60" Runoff Area=56,OOOsf . Runoff Volume=2;083 cf iRunoffDepth=0.45'i Time (hours) Flow Length=174' Tc=7.6 min CN=48 38 40 42 44 46 48 I 0 Runoff~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 1 a-year Rainfall~4. 60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Reach lR: Southerly Wetland [40) Hint: Not Described (Outflow=lnflow) for lO-year event 7,188 cf Page 6 8/29/2011 Inflow Area = Inflow Outflow = 173,200 sf, Inflow Depth = 0 .50" 0.53 cfs @ 12.42 hrs, Volume= 0.53 cfs @ 12.42 hrs, Volume= 7,188 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Reach lR: Southerly Wetland Hydrograph Inflow Area=173,200 sf I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lO-year Rainfall=4.60" HydroCAD<lllB.OO sin 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 for 10-year event 9,305 cf Page 7 8/29/2011 Inflow Area = Inflow Outflow Discarded Primary 47,000 sf, Inflow Depth = 2.38" 2.76 cfs@ 12.12 hrs, Volume= 0047 cfs@ 12.66 hrs, Volume= 0.15 cfs@ 11041 hrs, Volume= 0.32 cfs @ 12.66 hrs, Volume= 9,305 cf, Atten= 83%, Lag= 32.1 min 6,773 cf 2,531 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 180.91'@ 12.66 hrs SurLArea= 2,668 sf Storage= 3,516 cf Flood Elev= 187.20' SurLArea= 3,878 sf Storage= 6,312 cf Plug-Flow detention time= 123.9 min calculated for 9,303 cf (100% of inflow) Center-of-Mass det. time= 123.9 min ( 957.0 -833.1 ) Volume Invert Avai1.Storage Storage Description #1 178.65' 1,949 cf 23.20'W x l1S.00'L x 3.71'H 12" Stone #2 179.65' #3 185.50' 3,400 cf 962 cf 9,898 cf Overall -3,400 cf Embedded = 6,498 cf x 30.0% Voids 46.9"W x 26.0"H x 7.00'L Cultec R-280 x SO Inside #1 Surface Flooding (Irregular) Listed below (Recalc) 6,312 cf Total Available Storage Elevation (feet) 185.50 186.00 187.00 Device Routing #1 Primary SurLArea (sg-ft) o 566 1,210 Invert 180.15' #2 #3 Discarded Primary 0.00' 186.80' Perim. (feet) 0.0 111.0 168.0 Inc.Store (cubic-feet) o 94 868 Outlet Devices Cum.Store (cubic-feet) o 94 962 4.0" x 28.0' long 4" Overflow Ke= 0.500 Wet.Area (sg-ft) o 981 2,254 Outlet Invert= 179.17' S= 0.0350 'J' Cc= 0.900 n= 0.012 2.410 inlhr Exfiltration over Surface area 10.0' long x 5.0' breadth Overflow Head (feet) 0.20 0040 0.60 O.SO 1.00 1.20 lAO 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.15 cfs @ 11.41 hrs HW=178.74' (Free Discharge) 't....2 =Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.32 cfs @ 12.66 hrs HW=IS0.91' (Free Discharge) t 1=4" Overflow (Inlet Controls 0.32 cfs@ 3.70 fps) 3=Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr la-year Rainfall=4.60" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Hydrograph Time (hours) Inflow Area=47,OOO sf Peak Elev=180.91' Storage=3,516cf· Page 8 8/29/2011 IIlnflow o Outflow • Discarded [!I Primary I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lO-year Rainfall=4.60" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 for 10-year event 12,455 cf Page 9 8/29/2011 Inflow Area = Inflow Outflow Discarded = Primary Secondary = 70,200 sf, Inflow Depth = 2.13" 2.85 cfs @ 12.24 hrs, Volume= 0.28 cfs @ 14.15 hrs, Volume= 0.10 cfs @ 11.22 hrs, Volume= 0.18cfs@ 14.15hrs, Volume= 0.00 cfs @ 1.00 hrs, Volume= 12,455 cf, Atten= 90%, Lag= 114.1 min 9,881 cf 2,574 cf o cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 175.61'@ 14.15 hrs Surf.Area= 4,105 sf Storage= 6,495 cf Flood Elev= 181.00' Surf.Area= 4,105 sf Storage= 10,204 cf Plug-Flow detention time= 515.5 min caleulated for 12,452 cf (100% of inflow) Center-of-Mass det. time= 515.6 min ( 1,365.0 -849.4) Volume Invert Avail. Storage Storage Description #1 173.00' 2,963 cf 62.20'W x 66.00'L x 3.71'H 12" Stone #2 174.00' #3 179.30' 5,355 cf 1,886 cf 10,204 cf 15,230 cfOverall-5,355 cfEmbedded = 9,875 cf x 30.0% Void 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 126 Inside #1 Roadway Flooding (Irregular) Listed below (Recale) -Impervious Total Available Storage Elevation SurLArea (feet) (sg-ft) 179.30 0 180.00 648 181.00 3,132 Device Routing Invert #1 Primary 175.25' #2 Discarded 0.00' #3 Secondary 180.80' Perim. (feet) 0.0 114.0 225.0 Inc. Store ( cu bic-fe et) o 151 1,735 Outlet Devices Cum.Store (cubic-feet) o 151 1,886 4.0" x 110.0' long 4" Overflow Ke= 0.500 Wet.Area (sg-ft) o 1,035 4,034 Outlet Invert= 165.35' S= 0.0900 'J' Cc= 0.900 n= 0.012 1.020 in/hr Exfiltration over Surface area 5.0' long x 5.0' breadth Roadway Flooding Overflow 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.10 cfs @ 11.22 hrs HW = 173.08' (Free Discharge) L 2 =Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.19 cfs@ 14.15 hrs HW=175.61' (Free Discharge) L 1=4" Overflow (Inlet Controls 0.19 cfs @ 2.13 fps) Secondary OutFlow Max=O.OO cfs@ 1.00 hrs HW =173.00' (Free Discharge) L 3=Roadway Flooding Overflow (Controls 0.00 cfs) I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lO-year Rainfall=4.60" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC I I I I I ~ I I I I I I I I I I I I 3 Pond 2P: Cultec Bed 2 Time (hours) Inflow Area=70,200 sf Peak Elev=175.61, Storage=6,495 cf Page lO 8/29/2011 Ii Inflow o Outflow • Discarded [] Primary • Secondary I I I I I Pre-Development I I 2S·year Storm Event I (5.3 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment ESl: Northerly Low Point Page 1 8/29/20ll Runoff 0.19 ds@ 12.42 hrs, Volume= 1,377 d, Depth= 0.70" Runoff by SCS TR-20 method, UH~SCS, Time Span~ 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall~S.30" Area (sO 23,500 23,500 Tc Length (min) (feet) 20.3 100 0.5 43 20.8 143 CN Description 48 Brush, Poor, HSG A Pervious Area Slope Velocity Capacity Description (ft/ft) (ft! sec) (ds) 0.0090 0.08 Sheet Flow, Sheet Flow Grass: Dense n~ 0.240 P2= 3.00" 0.0080 1.44 Shallow Concentrated Flow, Overland Flow Unpaved Kv= 16.1 fps Total Subcatchment ESl: Northerly Low Point Hydrograph Time (hours) Type 1H24-hr 25~year Rai nfa II =5;30" Runoff Area=23,500sf RunoffVolume:::1,311 Runoff Deplh=O.70" FlowLen th=143' .............. g.." Tc=20.8 min CN-48 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainjall=5.30" HydroCAD® 8 .00 sl n 002175 © 2006 HvdroCAD Software Solutions LLC Page 2 8/29/2011 Subcatchment ES2: Southerly Wetland Runoff 1.17 efs @ 12.37 hrs, Volume= 8,496 cf, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type 1lI 24-hr 25-year RainfalJ=5.30" Area (sf) 125,800 31,700 157,500 157,500 Tc Length (min) (feet) 13.9 100 0.9 270 1.6 139 16.4 509 CN Description 48 Brush, Poor, HSG A 45 Woods, Poor, HSG A 47 Weighted Average Pervious Area Slope Velocity Capacity Description (ft( ft) (ft( sec) (efs) 0 .0230 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 0.0870 4.75 Shallow Concentrated Flow, Overland Flow (field) Unpaved Kv= 16.1 fps 0.0830 1.44 Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Total Sub catchment ES2: Southerly Wetland Time (hours) Type III 24~hr 25-year RainfaU=5.30"·· Runoff Area=157,500 sf . Runoff VOll.lme=8,496 cf Runoff Depth=O.65" Flow Length=509' Tc=16.4 min CN=47 I I I I I Post Development I I 2S-year Storm Event I (5.3 inch ralnfallt I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PSI: Northerly/Low Point Page 1 8/29/2011 Runoff 0.07 efs @ 12.20 hrs, Volume= 422 cf, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" Tc (min) 10.3 Area (sq 7,200 7,200 Length (feet) 81 . , 246 CN Description 48 Brush, Poor, HSG A Pervious Area Slope (ft(ft) 0.0320 Velocity (ftf sec) 0.13 Capacity Description (efs) Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Sub catchment PSI: Northerly/Low Point Hydrograph Type III 24-hr25-year Rainfall=5.30" Runoff Area=7,200~f Runoff Volume=422 of Runoff Oepth=O.70" Flow Length=81' Slope=O.0320 '/' Tc=10;3 min' CN=48 48 I [] Runoff~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Page 2 8/2912011 Subcatchment PS2: Runoff 3.46 cfs @ 12.12 hrs, Volume= 11,625 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" Tc {minI 6.4 0.5 Area (sfj 31,100 15,900 47,000 15,900 31,100 Length (feetl 25 51 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 78 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ftl (ftl sec) (efs) 0.0100 0.06 0.0520 1.71 Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" 0.3 72 0.0470 4.40 Shallow Concentrated Flow, Gutterline Flow Paved Kv= 20.3 fps 0.4 125 0.0176 5.59 4.39 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' 0.8 220 0.0080 4 .37 5.37 Circular Channel (pipe), Pipe Flow Diam= 15.0" Area= 1.2 sf Perim= 3.9' r=0.31' 8.4 493 Total n= 0.0 n= 0.0 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS2: Hydrograph Type III 24-hr 25-year Rainfall=5.30" Runoff Area=47,OOO sf Runoff Volume=11 ,625 cf i Runoff Depth=2.97" £ Flow Length=493' Tc=8.4 min CN=78 Page 3 8/29/2011 10 Runoff' I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainfall=5.30" Page 4 8/29/2011 HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS3: Runoff 3.63 ds@ 12.24 hrs, Volume= 15,764 d, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" Tc (min) 14.7 Area (sf) 43,300 26,900 70,200 26,900 43,300 Length (feet) 100 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ftl sec) (ds) 0.0200 0.11 Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.3 242 0.0390 3.18 Shallow Concentrated Flow, Overland Flow 0.1 80 0.0450 8.94 1.2 50 0.0210 0.71 17.3 472 Total Unpaved Kv= 16.1 fps 7.02 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' 0.87 Circular Channel (pipe), Pipe Flow Diam-15.0" Area= 1.2 sf Perim= 3.9' r=0.31' Subcatchment PS3: Hydrograph Type III 24-hr 25-year Rainfall=5.30" Runoff Area=70,200 sf RunoffVolume=15,764 cf Runoff Oepth=2.69" Flow Length=472' Tc=17.3 min . CN::75 " 30 32 34 36 III Runoff~ n= 0.0 n= 0.1 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Sub catchment PS4: Page 5 8/29/2011 Runoff 0.59 cfs@ 12.15 hrs, Volume= 3,280 cf, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" Tc (min) 6.4 1.2 7.6 Area (sO 6,000 20,500 29,500 56,000 50,000 6,000 Length (feet) 100 74 174 4 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 45 Woods, Poor, HSG A 48 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ftl sec) (cfs) 0.1590 0.26 0.0390 0.99 Total Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Subcatchment PS4: Time (hours) Type III 24-hr 25-year Rainfall=5,30" RunoffArea=56,OOO sf Run()ff VolUme=3,280cf RUIlQff Depfh=O. 70" Flow L~.,gth=17 4' Tc=7.6 min CN=48 48 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rain/all=5.30" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Reach lR: Southerly Wetland [40] Hint: Not Described (Outflow=Inflow) for 2S-year event . 12,934 cf Page 6 8/29/2011 Inflow Area = Inflow Outflow 173,200 sf, Inflow Depth = 0.90" 0.93 cfs@ 12.89 hrs, Volume= 0.93 cfs @ 12.89 hrs, Volume= 12,934 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Reach lR: Southerly Wetland Hydrograph Inflow Area=173,200 sf Time (hours) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam. MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainjal/=5.30" HydroCAD® 8.00 sIn 002175 @ 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Inflow Area = 47,000 sf, Inflow Depth = 2 .97" for 25-year event Inflow 3046 cfs @ 12.12 hrs, Volume= 11,625 cf Outflow 0.60 cfs @ 12.64 hrs, Volume= 11,625 cf, Atten= 83%, Discarded = 0.15 cfs@ 11.15 hrs, Volume= 7,433 cf Primary 0045 cfs@ 12.64 hrs, Volume= 4,192 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 181.45'@ 12.64 hrs Surf.Area= 2,668 sf Storage= 4,476 cf Flood Elev= 187.20' Surf.Area= 3,878 sf Storage= 6,312 cf Plug-Flow detention time= 122.8 min calculated for 11,623 cf (100% of inflow) Center-of-Mass det. time= 122.8 min (949.5 -826.7 ) Volume Invert Avail. S torage Storage DescriQtion #1 178.65' 1,949 cf 23.20'W:II: l1S.00'L:II: 3.71'H 12" Stone Page 7 8/29/2011 Lag= 31.3 min 9,898 cf Overall -3,400 cf Embedded = 6,498 cf x 30.0% Voids #2 179.65' 3 ,400 cf 46.9"W:II: 26.0"8:11: 7.00'L Cultec R-280 x 80 Inside #1 #3 185.50' 962 cf Surface Flooding IIrregular} Listed below IRecale! 6,312 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet! (sg-ft! 185.50 a 186.00 566 187.00 1,210 Device Routing Invert #1 Primary 180.15' #2 Discarded 0.00' #3 Primary 186.80' (feet! (cu bic-feet! (cubic-feet! (sg-ft! 0 .0 a a a 111.0 94 94 981 168.0 868 962 2,254 Ou tlet Devices 4.0" x 28.0' long 4" Overflow Ke= 0.500 Outlet Invert= 179.17' S= 0.0350 'j' Cc= 0.900 n= 0.012 2.410 in/hr Exfiltration over Surface area 10.0' long :II: 5.0' breadth Overflow Head (feet) 0.20 0040 0.60 0.80 1.00 1.20 lAO 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2 .34 2.50 2.70 2.68 2.68 2.66 2 .65 2.65 2.65 2.65 2.67 2 .66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.15 cfs @ 11.15 hrs HW=178.74' (Free Discharge) ~=Exfiltration (Ex filtration Controls 0 .15 cfs) Primary OutFlow Max=OA5 cfs @ 12.64 hrs HW=181.45' (Free Discharge) t 1=4" Overflow (Inlet Controls 0045 cfs @ 5.12 fps) 3=Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Hydrograph Inflow Area=47,OOO sf Peak Elev=181.4S' Storage=4,476 cf Page 8 8(29(2011 II Inflow o Outflow • Discarded III Primary I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 25-year Rainfall~5.30" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 Inflow Area ~ 70,200 sf, Inflow Depth ~ 2.69" for 25-year event Inflow 3.63 cfs@ 12.24 hrs, Volume~ 15,764 cf Outflow 0.46 cfs@ 13.38 hrs, VoIume~ 15,764 cf, Atten~ 87%, Discarded 0.10 cfs@ 10.77 hrs, Volume~ 10,303 cf Primary 0.37 cfs@ 13.38 hrs, Volume~ 5,461 cf Secondary ~ 0.00 cfs@ 1.00 hrs, Volume~ Ocf Routing by Stor-Ind method, Time Span~ 1.00-48.00 hrs, dt~ 0.01 hrs / 2 Peak Elev~ 176.17' @ 13.38 hrs Surf.Area~ 4,105 sf Storage~ 7,657 cf Flood Elev~ 181.00' Surf.Area~ 4,105 sf Storage~ 10,204 cf Plug-Flow detention time~ 444.4 min calculated for 15,761 cf (100% of inflow) Center-of-Mass det. time~ 444.5 min ( 1,287.1 -842.6) Volume Invert Avail. S torage Storage Description #1 173.00' 62.20'W x 66.00'L x 3.71'H 12" Stone Page 9 8/29/2011 Lag~ 68.4 min #2 #3 174.00' 179.30' 2,963 cf 5,355 cf 1,886 cf 10,204 cf 15,230 cf Overall-5,355 cf Embedded ~ 9,875 cf x 30.0% Void 46.9"W x 26.0"H x 7.00'L Cultec R·280 x 126 Inside #1 Roadway Flooding (Irregular) Listed below (Recale) -Impervious Total Available Storage Elevation (feet) 179.30 180.00 181.00 Device Routing #1 Primary Surf.Area (sg-ft) o 648 3,132 Invert 175.25' #2 #3 Discarded Secondary 0.00' 180.80' Perim. Inc.Store Cum.Store Wet.Area (feet) ( cu bic-feet) (cubic-feet) (sg-ft) 0.0 0 0 0 114.0 151 151 1,035 225.0 1,735 1,886 4,034 au tlet Devices 4.0" x llO.O' long 4" Overflow Ke~ 0.500 Outlet Invert~ 165.35' S~ 0.0900 'j' Cc~ 0.900 n~ 0.012 1.020 in/hr Exfiltration over Surface area 5.0' long x 5.0' breadth Roadway Flooding Overflow 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max~0.10 cfs@ 10.77 hrs HW~173.08' (Free Discharge) t....2~Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max~0.37 cfs @ 13.38 hrs HW~176.17' (Free Discharge) t....l~4" Overflow (Inlet Controls 0.37 cfs @ 4.19 fps) Secondary OutFlow Max~O.OO cfs @ 1.00 hrs HW~173.00' (Free Discharge) t....3~Roadway Flooding Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 25-year Rainfall=5.30" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cui tee Bed 2 Hydrograph Inflow Area=70,200 sf Peak Elev=176.17' Storage=7,657 cf Page 10 8/29/2011 • Inflow o Outflow • Discarded [3 Primary • Secondary I I I I I Pre-Development I I 100-year Storm Event I (6.5 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lOG-year Rainfall=6.50" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment ES1: Northerly Low Point Page 1 8/29/2011 Runoff 0.41 cfs@ 12.36 hrs, Volume= 2,425 cf, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type 1lI 24-hr 100-year Rainfall=6.S0" Area (sfj CN Description 23,500 48 Brush, Poor, HSG A 23,500 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftl ft) (ftf sec) (efs) 20.3 100 0.0090 0.08 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 0.5 43 0.0080 1.44 Shallow Concentrated Flow, Overland Flow 20.8 143 Unpaved Kv= 16.1 fps Total Subcatchment ESl: Northerly Low Point Hydrograph Type III 24-hr 100-year Rainfall=6.50" Runoff Area=23,SOO Runoff Volume:::2,425 d ~ Ruri6ffDepth:::1.24" ~ FJow[englh=143' TC:=20.8miri CN=4S I [] Runoff! I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24·hr 1 DO-year Rainfall=6.50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment ES2: Southerly Wetland Page 2 8/29/2011 Runoff 2.70 cfs @ 12.28 hrs, Volume= 15,236 cf, Depth= 1.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.50" Tc (min) 13.9 Area (sf) 125,800 31,700 157,500 157,500 Length (feet) 100 CN Description 48 Brush, Poor, HSG A 45 Woods, Poor, HSG A 47 Weighted Average Pervious Area Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0230 0 .12 Description Sheet Flow, Sheet Flow Grass: Dense n= 0 .240 P2= 3.00" 0.9 270 0.0870 4.75 Shallow Concentrated Flow, Overland Flow (field) Unpaved Kv= 16.1 fps 1.6 139 0.0830 1.44 Shallow Concentrated Flow, Overland Flow 16.4 509 Total Woodland Kv= 5.0 fps Subcatchment ES2: Southerly Wetland Hydrograph Type III 24-hr1 OO-year Rainfall=6.50" ' ... RunoffArea:i;157,500 sf Ri.moff Volume=15,236 cf ~ Runoff Oepth=1.16" ! Flow Length=509' Time (hours) Tc;;;t6.4min CN=47 42 44 46 48 I D Runoff! I I I I I Post Development I I 100·year Storm Event I (6.5 inch rainfall) I I I I I I I I I Maple View Commons I Garden Street· Agawam, MA I I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 100-year Rainfall=6.50" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS1: Northerly/Low Point Runoff 0.16 efs@ 12.17 hrs, Volume= 743 ef, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.50" Tc (min) 10.3 Area (sn 7,200 7,200 Length (feet) 81 eN Description 48 Brush, Poor, HSG A Pervious Area Slope (ft/ft) Velocity (ft/sec) Capacity Description (efs) 0.0320 0.13 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Subcatchment PS1: Northerly/Low Point Hydrograph Type III 24-hr 100-year . Raihfall=6.50" RunoffArea=7,200 sf Run()ffVolume=743c;f RunoffDepth=1 ;24" Flow Length=81' Slope=0;0320'1' Tc=10.3 min CN=48 30 32 34 36 36 44 46 48 Page 1 8/29/2011 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 1 DO-year Rainfall=6.50" Page 2 8/29/2011 HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS2: Runoff 4.68 cfs @ 12.12 hrs, Volume= 15,760 cf, Depth= 4 .02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.50" Tc (min) 6.4 0.5 0.3 0.4 0.8 8.4 Area (s9 31,100 15,900 47,000 15,900 31,100 Length (feet) 25 51 72 CN Description 98 Paved parking & roofs 39 >75% Grass cover, Good, HSG A 78 Weighted Average Pervious Area Impervious Area Slope (ft/ft) Velocity (ft/sec) Capacity Description (efs) 0.0100 0 .06 0.0520 1.71 0.0470 4.40 Sheet Flow, Sheet Flow Grass: Dense n= 0 .240 P2= 3.00" Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" Shallow Concentrated Flow, Gutterline Flow Paved Kv= 20.3 fps 125 0.0176 5 .59 4.39 Circular Channel (pipe), Pipe Flow 220 0.0080 4 .37 493 Total Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0 .25' n= 0.0 5.37 Circular Channel (pipel, Pipe Flow Diam= 15.0" Area= 1.2 sf Pedm= 3.9' r= 0.31' n= 0 .0 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 1 DO-year Rainfall=6.5D" HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC , 2 4 6 B 10 12 Subcatchment PS2: Hydrograph Type III 24-hr 100-year Rainfall=6.50" Runoff Area=47,000 sf Runoff Volume=15,760 cf Runoff Depth=4.02" Flow Length=493' Tc=8.4 min CN=78 38 40 42 44 46 48 Page 3 8(29(2011 I [l Runoff~ I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 1 ~O-year Rain/all=6.50" Page 4 8/29/2011 HydroCAD® 8.00 sin 002175 © 2006 HydroCAD Software Solutions LLC Sub catchment PS3: Runoff S.02 efs @ 12.24 hrs, Volume= 21,716 ef, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.50" Tc (min) 14.7 Area (s!) 43,300 26,900 70,200 26,900 43,300 Length (feet) 100 CN Description 98 Paved parking & roofs 39 >7S% Grass cover, Good, HSG A 75 Weighted Average Pervious Area Impervious Area Slope (ft/ft) Velocity (ft/ sec) Capacity Description (efs) 0.0200 0.11 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.3 242 0.0390 3.18 Shallow Concentrated Flow, Overland Flow 0.1 80 0.04S0 1.2 SO 0.0210 17.3 472 Total 2 4 8 1C 12 14 Unpaved Kv= 16.1 fps 8.94 7.02 Circular Channel (pipe), Pipe Flow Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.2S' 0.71 0.87 Circular Channel (pipe), Pipe Flow Diam= IS.0" Area= 1.2 sf Perim= 3.9' r=0.31' Subcatchment PS3: Type III 24-hr 100-year Rainfall=6.50" Runoff Area=70,200 sf Runoff Volume=21,716 cf Ru noff Depth=3.71" Flow Length=472' . Tc=17,3min CN=75 34 36 38 44 46 48 I [J Runoffj n= 0.0 n= 0.1 I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 1 ~O-year Rainfall=6.50" HvdroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Subcatchment PS4: Page 5 812912011 Runoff = 1.38 cfs @ 12.13 hrs, Volume= 5,778 ef, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs Type 111 24-hr 100-year Rainfall=6.50" Tc (min) 6.4 1.2 7.6 Area (sO 6,000 20,500 29,500 56,000 50,000 6,000 Length (feet) 100 74 174 4 CN Description 98 Paved parking & roofs 39 ,.75% Grass cover, Good, HSG A 45 Woods, Poor, HSG A 48 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/ft) (ft/ sec) (efs) 0.1590 0.26 0.0390 0.99 Total Description Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Overland Flow Woodland Kv= 5.0 fps Subcatchment PS4: Type III 24-hr 100-year Rainfall=6.50" RunoffArea:::56,OO.O .. sf Runoff Volume~5,778 cf Runoff Oepth=1 .24" Flow Length=174' Tc=7.6 min CN=48 24 26 28 30 32 34 36 3B Time (hours) 4B I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 1 DO-year Rainfall~6. 50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Reach lR: Southerly Wetland [40J Hint: Not Described (Outflow~Inflow) for 100-year event 23,936 cf Page 6 8(29(2011 Inflow Area ~ Inflow Outflow 173,200 sf, Inflow Depth ~ l.66" 2.24 cfs @ 12.46 hrs, Volume~ 2.24 cfs @ 12.46 hrs, Volume~ 23,936 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= l.00-48.00 hrs, dt= 0.01 hrs Reach lR: Southerly Wetland Hydrograph Inflow Area=173,200 sf I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr 1 OO-year Rainfall~6. 50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Inflow Area ~ 47,000 sf, Inflow Depth ~ 4.02" for 100-year event Inflow 4.68 cfs@ 12.12 hrs, Volume~ 15,760cf Outflow 1.07 cfs @ 12.56 hrs, Volume~ 15,760 cf, Atten~ 77%, Discarded = 0.21 cfs @ 12.56 hrs, Volume~ 8,504 cf Primary 0.86 cfs@ 12.56 hrs, Volume~ 7,257 cf Routing by Stor-Ind method, Time Span~ 1.00-48.00 hrs, dt~ 0.01 hrs / 2 Peak Elev= 186.72' @ 12.56 hrs Surf.Area= 3,675 sf Storage~ 6,004 cf Flood Elev= 187.20' Surf.Area= 3,878 sf Storage~ 6,312 cf Plug-Flow detention time~ 118.7 min calculated for 15,757 cf(100% of inflow) Center-of-Mass det. time~ 118.7 min (936.7 -818.0) Volume Invert Avail.Storage Storage Description #1 178.65' 1,949 cf 23.20'W x 1l5.00'L x 3.71'H 12" Stone Page 7 8/29/2011 Lag~ 26.3 min #2 179.65' #3 185.50' 3,400 cf 962 cf 9,898 cf Overall -3,400 cf Embedded = 6,498 cf x 30.0% Voids 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 80 Inside #1 Surface Flooding (Irregular) Listed below (Recalc) 6,312 cf Total Available Storage Elevation (feet) 185.50 186.00 187.00 Device Routing #1 Primary Surf.Area (s9-ft) o 566 1,210 Invert 180.15' #2 #3 Discarded Primary 0.00' 186.80' Perim. (feet) 0.0 111.0 168.0 Inc.Store (cubic-feet) o 94 868 Ou tlet Devices Cum.Store (cubic-feet) o 94 962 4.0" x 28.0' long 4" Overflow Ke~ 0.500 Wet.Area (s9-ft) o 981 2,254 Outlet Invert= 179.17' S~ 0.0350 'f' Cc= 0.900 n= 0.012 2.410 in/ hr Exfiltration over Surface area 10.0' long x 5.0' breadth Overflow 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max~0.21 cfs @ 12.56 hrs HW~186.72' (Free Discharge) ~=Exfiltration (Exfiltration Controls 0.21 cfs) Primary OutFlow Max~0.86 cfs@ 12.56 hrs HW=186.72' (Free Discharge) t1=4" Overflow (Barrel Controls 0.86 cfs @ 9.90 fps) 3=Overflow (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr lOO-year Rainfall=6.50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond IP: Cultec Bed 1 Hydrograph Inflow Area=47,OOO sf Peak Elev=186.72' Storage=6,004 cf Page 8 8/29/2011 II Inflow o Outflow • ~scarded [J Primary I I I I I I I I I I I I I I I I I I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type ill 24-hr lOO-year Rainjall;6.50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 Inflow Area = 70,200 sf, Inflow Depth = 3.71" for 100-year event Inflow 5.02 cfs@ 12.24 hrs, Volume= 21,716 cf Outflow 1.13 cfs@ 12.83 hrs, Volume= 21,712 cf, Atten= 77%, Discarded = 0.10 cfs@ 10.06 hrs, Volume= 10,811 cf Primary 0.72 cfs @ 12.83 hrs, Volume= 10,535 cf Secondary = 0.31 cfs@ 12.83 hrs, Volume= 367 cf Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.01 hrs j 2 Peak Elev= 180.88'@ 12.83 hrs Surf.Area= 4,105 sf Storage= 9,865 cf Flood Elev= 181.00' Surf.Area= 4,105 sf Storage= 10,204 cf Plug-Flow detention time= 357.3 min calculated for 21,707 cf (100% of inflow) Center-of-Mass det. time= 357.4 min ( 1,190.7 -833.4) Volume Invert Avail.Storage Storage Description #1 173.00' 2,963 cf 62.20'W x 66.00'L x 3.71'8 12" Stone Page 9 8/29/2011 Lag= 35.4 min #2 #3 174.00' 179.30' 5,355 cf 1,886 cf 10,204 cf 15,230 cf Overall-5,355 cf Embedded = 9,875 cf x 30.0% Void 46.9"W x 26.0"8 x 7.00'L Cultec R-280 x 126 Inside #1 Roadway Flooding (Irregular) Listed below (Recalc) -Impervious Total Available Storage Elevation (feet) 179.30 180.00 181.00 Device Routing #1 Primary Surf.Area (s9-ft) o 648 3,132 Invert 175.25' #2 #3 Discarded Secondary 0.00' 180.80' Perim. (feet) 0.0 114.0 225.0 Inc.Store (cu bic-feet) o 151 1,735 Outlet Devices Cum.Store (cubic-feet) o 151 1,886 4.0" x 110.0' long 4" Overflow Ke= 0.500 Wet. Area (s9-ft) o 1,035 4,034 Outlet Invert= 165.35' S= 0.0900 'j' Cc= 0.900 n= 0.012 1.020 in/hr Exfiltration over Surface area 5.0' long x 5.0' breadth Roadway Flooding Overflow 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2 .66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.10 cfs @ 10.06 hrs HW=173.08' (Free Discharge) "t....2=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.72 cfs @ 12.83 hrs HW=180.88' (Free Discharge) "t....1=4 .. Overflow (Barrel Controls 0.72 cfs @ 8.29 fps) Secondary OutFlow Max=0.29 cfs @ 12.83 hrs HW=1 80.88' (Free Discharge) "t....3 =Roadway Flooding Overflow (Weir Controls 0.29 cfs @ 0.68 fps) I I ] I J I ) ] ) 1 1 J ] ] ] ] I I Maple View Commons II -Agawam, MA Prepared by R Levesque Associates, Inc. Type m 24-hr 100-year Rainjall=6.50" HydroCAD® 8.00 sIn 002175 © 2006 HydroCAD Software Solutions LLC Pond 2P: Cultec Bed 2 Hydrograph Inflow Area=70,200 sf Peak Elev=180.88'. Storage=9,865 cf Page 10 8129/2011 • Inflow o Outflow • Discarded [J Primary • Secondary I I I I I I I I I I I I I I I I I I I APPENDIX B SOILS EVALUATIONS ------- -- --- - - -·:~I.~AROE~ ST. CO~DO. rROJECT .' • Commonwealth of Massachusetts CityfTown of PGAwAm Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (Continued) 01 ~ Oc Deep Observation Hole Number. Redoxlmorphlc F.atur •• Coars. Fragm.nts Sol\ Depth (In.) Soli Horlzonl Soli MatrIx: Color-(mottl .. ) Sol\ T exlure 'I., by Volume Soil Cot\s\ste.nee other Layer Moist (Mun .. U) (USDA) Cobbtu," Structure (Moist) Depth Color Perclnt Gra.vel stones 0 "-'\ ., ~p IO'fR 3% . LS 1.o.:::oE M\;..lOR ,"-\<:0 " IOy~1\-.~ LS FRIA8U: ROOt'S oj.. ,C;;'. 2C," c, 2,5Y% NONE LS NO~ LA'<E.Re:D 2c.:' -10+' Ca 2.5Y%. \OB~R Ii. L~ L5% NOl'U: DRY f=n~e;~ ~~DSIL "I!~E -:: t:=-- (j'-8'1 Ap \O'<R~4 LS Loo:;e 8"_ZOH e. IO<R 'I-!<., LS P~IA8t£ 0'(, 20'-&1' C, Z.5'Y!54 NO~ \.s No",~ 3)''...\30' Cz 2.'5'1" SJt" O~~, L.S LS% NONG DRY FINe S<\OJD Addltlonal Notes: ,. 15(orml1 • rev. 10107 form 11 -Soli Sullabll~Y A»eument for On-S~e Sewage Dlsposa! • Page ~ of 8 ---- -~ - ----_____ -!IP'!"~ GARDEN ST. CONOO. PRO:re.cr Commonwealth of Massachusetts .' City(\own of AGA'WAm Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (Continued) , 0'3 ~ 04 Deep Observation Hole Number. Redoxlmorphlc Featur •• Coarse Fragments Soli Oeplh (In.) Soli Horltonl Soli Malrlx: Color-(mottl .. ) 5011 Texture 'I"~ by Volume Soli ConsIstence Other Layer MoIst (MunuU) (USDA.) Cobbl ... & Structure (1.10111) Depth Cotor Percent Grav'el stonll o-'? 0"-'0'\ ~r IO'l'R '/4 . LS Loo:SE. Ig'~~\" 10'(1< '+i;" LS FRIABLE. :3\ '!..~()., C I 2.5'( % N:J~e: LS NONe: 1.\0'-\08" Cz. 2.'5'< % oe,SER ' LS L5% NOI-lE. F-/Vl 7"RAGIf S -l- 0"-1"" Ar 10'1Ro/s LS L.=:!>€. -PRJA&E o~ \ c.::t-38" B \O'1'R o/ID NONE LS 3S': \ 10' C '2.5'1~ OBSE ~V LS/SL ~5% NON£ MOls-r Additional Notes: - LT' I~rormll • rev. 10/07 form 11-son Sult~bl\l\y A"~meot forOo-S~t S~waQe Olsposal • Page:3 otS -- -- --- --- -____ -~c.~\GAR DEN 5\. CO\l.\ 00. PRO"JeCl oS 0<.0 Commonwealth of Massachusetts .' Cityrrown of /lGAwAm Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal c. On-Site Review (Continued) CiS· ~ 0<0 . Deep Observation Hole Number. Coarse Fra~tT\.nt. o pth (In) \SO\l Horllon'\Soll MlIrlx' Color. SoU Textur. 'r. byVolurno • , layer MoIst (Mun .. U) (USDA) . Cobblu & Percent Gravel Stone. 0"·9" \ AI' IO'YR%, L'S Q"-3c'\ B 10YR '%, NCNE: L'S $011 Structure FRJ.Q8lE Soli ConsIstence (MoIst) 32'~120"\ C IOYR'54 ,OE6Er:!V. s NO~E \ L.£X:SE -- c)'-(~/' \ A f' \o'(~ o/q fD'-10·' \ B 10"-'-\2" C, IO~~ "4 4-2':':\20"\ Cz \0,(1<% Additional Notes: NO}-lE: OBS~RW. LS . \.5 S 5 FRIABlE LAYEIlEP NOI-l~ other M-e. M-C. 15formll • rov. 10101 form 11 ~Soll Sulla~Utty A"",meot for On·S~e Sowage Disposal' Page 3 of 5 I I I I I I I I I I I I I I I I I I I APPENDIX C LONG TERM OPERATION and MAINTENANCE PLAN I I I I I Operation and Maintenance Plan I Maple View Commons Agawam, MA I for I T. Russo Construction Company, Inc. I I I I I I I I I I August 2011 I I I I I I I I I I I I I I I I I I I I Operation and Maintenance Plan Maple View Commons Agawam,MA Owner's) of Stormwater Management System Current Property Owner: T. Russo Construction Company, Inc. 204 Suffield Street Agawam, MA 01001 Attention: Thomas Russo, Jr. Responsible Party for Operation and Maintenance: T. Russo Construction Company, Inc. 204 Suffield Street Agawam, MA 01001 Attention: Thomas Russo, Jr. Schedule For Maintenance The following schedule for maintenance details post-construction maintenance of the stormwater drainage infrastructure including all Best Management Practice (BMP) features. II is anticipated that a formal condominium association will be formed following infrastructure construction and the sales of the units commence. Routine Maintenance The stormwater drainage system is comprised of the following components: a. bituminous concrete roadways b. catch basins with sumps and hoods c. stormwater piping d. drain manholes e. "Stormceptor" manholes f. infiltration beds Each component will be inspected and cleaned as listed below: a. Bituminous Concrete Roadways: Streets will be swept twice per year. In April, following snow melt, the roads and cul-de-sac will be swept of all remnants of winter sanding operations, leaves and debris. Following leaf drop in late November or early December, the roadways I I I I I I I I I I I I I I I I I I I will be swept to remove fallen leaves and debris. Particular effort should be made to remove leaves and debris on top of catch basin grates. b. Catch Basins with Sumps and Hoods: Twice per year all catch basins will be inspected for sediment deposition, oil and grease and floatables. If oil and grease or floatables are noted, the basin will be cleaned. If sediment depth is greater than one half the sump depth (2'), the basin will be cleaned. At a minimum, the catch basins will be cleaned on an annual basis regardless of sediment depth. c. Storm water Piping: Once per year stormwater piping will be inspected from within each manhole. Any blockages at pipe entrances or flow restrictions within pipe runs will immediately be removed. In the event oil or gasoline residue is noted, the inspector will inspect upstream and downstream of the location and determine severity of the spill. Clean- up, if required, will include drain line cleaning and capture of the runoff and be in accordance with current Town and State regulations. d. Drain Manholes: Once per year storm drain manholes will be inspected. Manholes with sumps will be cleaned at a minimum of once per year. ----·-----e.--!'.SttiF/'RGepter" Manho/es,--.::r-wiGe-per--yearthetwo "Stormceptor"·· manholes will be inspected for oil and grease and sediment deposition. If the sediment depth exceeds the manufacturer's maintenance guidelines listed below, the structure will be cleaned. If oil is observed in the oil inspection port, it will be removed. Each "Stormceptor" will be cleaned once per year at a minimum. "Stormceptor" Cleaning Required Model Sediment Depth 900 8" f. Infiltration Beds: In accordance with D.E.P. recommendations, the beds will be inspected once per year. The inspection should be accomplished when the structures are dry and immediately after a significant rain event to determine if the beds are operating as intended. Any sediment that hinders the infiltration function should be removed. Inspection should include review of the depth of sediment in the bed, standing water, oil sheen or deposition and overflow piping. Sediment deposited in the infiltration bed can be vacuumed out when put in suspension and moved to the clean outs. I I I I I I I I I I I I 1 1 I' I I 1 I The accompanying maintenance report should be utilized by the system inspector and by the maintenance foreman during cleaning. I I I I I I I I I I I I I I I I I I I Annual Operation and Maintenance Budget Maple View Commons Agawam,MA Inspection and Reporting Costs 11 Structures to be Inspected Semi-Annually Stormwater System Maintenance Street Sweeping (2 times per year) Structures Cleaning (9 Structures) Infiltration Structures Estimated Annual Budget $1,750.00 $2,000.00 $3,600.00 $2,000.00 $9,350.00 -------------------STORMWATER MANAGEMENT SYSTEM Maple View Commons Garden Street· Agawam, MA Drainage Structures Maintenance Report --~- ------------------- Structure Plan StcitioriF Type . Location ' STORMWATER MANAGEMENT SYSTEM Maple View Commons Garden Street · Agawam, MA Drainage Structures Maintenance Report . '. F Depth of Cleaning Cleaning , Date I · Sediment Complete (Y or N) Completed by Comments Promenade™ Seri es -PRMN Updated: 01/2010 Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents, Copyright © 2010 Rev 01 /2010 page 1 of 4 DATE TYPE • IES cutoff reflector systems • Memory retentive silicone gaskets keep the optical chamber free of dirt and contaminants • Tool -less removal of the reflector and ballast modules • Optical grade acrylic lense will not yellow from UV radiation from the sun and metal halide lamps • Cast aluminum construction and stainless steel hardware for cor- rosion resistance • EISA compliant • IP54 rated • Powder coat finish in 13 standard colors with a polymer primer sealer ordIItoctLnI -areaHghting ~~,":I)I..V Promenade™ Series -PRMN page 2 of 4 DA1C TYPE Fixture 1 1. FIXTURE [J PRMNV3 [J PRMNV5 [J PRMN H2 JJ PRMN H3 [J PRMN H4 [J PRMN H5 [J PRMNGR3 [J PRMNGR5 [J PRMN 1L55 [J PRMN 1L85 LamplBallast Color Options 2 3 4 Vertical lamp, IES cutoff, Type 3 reflector, includes gtass cylinder Vertical lamp, IES cutoff, Type 5 reflector, includes glass cylinder Horizontal lamp, IES full cutoff, Type 2 reflector Horizontal lamp, IES full cutoff, Type 3 reflector Horizontal lamp, IES full cutoff, Type 4 reflector Horizontal lamp, IES full cutoff, Type 5 reflector Type 3 glass refractor Type 5 glass refractor 55 watt induction lamp system. LDL lens. Specify 120, 208, 240 or 277 volt. ·25°C min S1art temp. 85 watt induction lamp system, LDL lens. Specify 120, 208, 240 or 277 volt. -25°C min S1art temp. Mounting 5 36"/915mm x 19"/4BOmm DIA WT: 381bs IP: 54 EPA: 2.75 2. LAMP/BALLAST [J 50MH [J 70MH [J 70MHT6 [J 100MH fA 150PSMH [J 15OPSMHT6 [J 2SOPSMH [J SOHPS [J 70HPS [J 100HPS [J 150HPS [J 200HPS [J 250HPS SOLD TO 50 watt metal halide multitap 1201277 vo~ ballaS1. Use medium base, ED-17 lamp. 70 watt metal halide 120/208/240/277 v~ ballast. Use medium base, ED-17 lamp. 70 watt metal halide 120/277 v~ ballaS1. Use G12 base, T-6 ceramic lamp. Not available with GR3IGR5. 100 watt metal halide 12012081240/277 v~ ballast. Use medium base, ED·17 lamp. Pulse start 150 watt metal halide 12012081240/277 volt ballast. Use medium base, ED-17 lamp. Pulse start 150 watt metal halide 120120812401277 volt ballast. Use G12 base, T-6 ceramic lamp. Not available with GR3IGR5. Pulse start 250 watt metal halide mu~itap 1201208 1240/277 volt ballast. Use mogul base, ED-28 lamp. 50 watt high pressure sodium 120/277 vo~ ballast. Use medium base, ED-17 lamp. 70 watt high pressure sodium 120/208/240/277 vo~ ballast. Use medium base, ED-17 lamp. 100 watt high pressure sodium 1201208/240/277 vo~ ballast. Use medium base, ED-17 lamp. 150 watt high pressure sodium 120/2081240/277 vo~ ballast. Use medium base, ED-17 lamp. 200 watt high pressure sodium 120/2081240/277 vo~ ballast. Use mogul base, ED-18 lamp. 250 watt high pressure sodium 120120812401277 v~ ballast. Use mogul base, ED-18 lamp. All ballasts are factory wired for 277 volts, unless specified. Lamps not included. For horizontal reflector models with PSMH mogul base ballasts. use a lamp approved for horizontal burning. All applicable ballasts are EISA compliant. I POll I JOB NAME Approvals Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents. Copyright © 2010 Rev 0112010 P'romenade™ Series -PRMN Fixture 1 3. COLOR I:] AWT I:] BlK ---- I:] MTB LamplBaiiast Color 2 3 ____ Argtjc White ... Black Matte Black page 3 of 4 DATE TYPE Options Mounting 4 5 -----~---... ----.----------------------------- I:] DGN --------------------- I:] DBZ ---.--.----- I:] WRZ Dark Green Dark Bronze Weathered Bronze I:] BRM Metallic Bronze ---_ .. _- I:] __ V~L,_ _ ___________ V"e..,rd ... e'-""Blu ... e _________________ _ I:] CRT Corten ~~--------~~~--------.. ----------------- I:] MAL Matte Aluminum -----.. _---------_ .. - I:] MDG ________ _____ Medium Grey'_ I:] ATG Antique Green I:] lGY Light Grey I:] RAUPREMIUM COLOR Provide a RAl 4 digit color number ------------------ I:] CUSTOM COLOR Please provide a color chip for matching 4. OPTIONS I:] CHC Copper hood cover I:] BHC Brass hood cover I:] BPS I:] CHM I:] CYl I:] HSS I:] lDl I:] Ql I:] QRS I:] 347 SOLD TO Brass color painted struts Glass chimney with brass holder. Horizontal reflectors only. Glass cylinder with brass holder. Standard with vertical reflectors. Horizontal reflectors only. House side shield for horizontal or vertical reflectors. Factory installed. Not available for TyPe 5. Lightly diffused lens to conceal the fIXture interior and reduce lamp brightness. Socket for T-4 mini-can lamp. field wired to a separate circuit. (Lamp wattage not to exceed ballast wattage). Horizontal reflectors only. Restrike controller and T-4 mini-can socket. Not required with electronic ballast. (Lamp wattage not to exceed ballast wattage). Horizontal reflectors only. 120/277/347 volt ballast I PO# I JOB NAME Approvals Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents, Copyright © 20tO Rev 01/201 0 Promenade™ Series -PRMN Specifications HOUSING Slip over a 4"11 OOmm 0.0. pole 36"/915mm x 19"/480mm DIA WT: 38 Ibs IP: 54 EPA: 2.75 The entire fixture shall be A356 cast aluminum, free of any porosity, foreign materials or cosmetic fillers. Castings shall be of uniform wall thickness, minimum .188with no warping or mold shifting. The top shall hinge open by flipping up two integral latches. The concealed latch mechanism shall be all stainless steel. The top shall seal the lamp compartment with a full surround, molded silicone gasket. The lens shall be one piece clear, injection molded optical grade, DR acrylic, gasketed top and bottom with silicone gaskets, and held in place with six clips for easy lens replacement. The ballast assembly shall be accessible by turning two knobs, and then lifting out the ballast module. The ballast module shall be sealed from the lamp chamber with a silicone gasket. Quick disconnects shall be used for all electrical connections. All internal and external hardware shall be stainless steel. REFLECTOR MODULE The optical assembly shall be completely sealed with a silicone gasket to prevent dust, insect or moisture contamination. The reflector module shall consist of segmented, specular and semi specular Alzak" panels precisely formed and positioned within a die cast aluminum housing. The reflector module rotatable on ninety degree increments for proper field pOSitioning. Reflectors shall meet the ANSI-IES standard for cutoff classification. GLASS REFRACTOR A borosilicate glass refractor lens with a Type 3 or Type 5 distribution shall be attached to an aluminum frame. Three captive fasteners shall be loosened to turn and remove the lens for relamping. Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents, Copyright © 2010 Rev 01/2010 page 4 of 4 DATE TYPE ELECTRICAL Ballasts shall be high power factor rated for -30°C starting. The ballast shall be mounted to a cast holder for maximum heat dissipation. Medium base, (mogul base for 200 and 250 watt lamps) porcelain sockets shall be pulse rated. The electrical assembly shall be installed and prewired in the fixture. Sockets for T-6 lamps are G12 type. High output fluorescent lamps shall be powered by electronic ballast and shall be rated for a minimum starting temperature of -18" C. MOUNTING Post top mounting: the fixture shall slip over a 4"/100 mm 0.0. pole and be secured to the pole with three stainless steel set screws. Arrn or wall mounting: The fixture shall attach to a transition casting that is welded to the arm. The transition piece shall attach to the fixture with three stainless steel 1/4-20 boHs and sealed with a silicone gasket. TOOL-LESS RELAMPING The top of the fixture shall hinge open for relamping. Two integral latches shall be flipped up to open the fixture for relamping. FINISH Fixture finish shall consist of a fIVe stage pretreatment regimen with a polymer primer sealer, oven dry off and top coated with a thermoset super TGIC polyester powder coat finish. The finish shall meet the AAMA 2604-02 performance specification which includes passing a 3000 hour saH spray test for corrosion resistance. EISA COMPLIANCE AAL Is committed to complying with U.S. EISA requirements. All applicable products manufactured for sale in the United States after January 1 , 2009, meet EISA requirements. CERTIFICATION Fixtures shall be listed with UL Testing Laboratories for outdoor, wet location use, 1598 and Canadian CSA std. C22.2 no.250. IP=54 WARRANTY Fixture is warranted for three years. Ballast components carry the ballast manufacturer's limited warranty. Any unauthorized return, repair, replacement or modification of the Product(s) shall void this warranty. This warranty applies only to the use of the Prod uct( s) as intended by AAL and does not cover any misapplication or misuse of said Product(s), or installation in hazardous or corrosive environments. Contact AAL for complete warranty language, exceptions, and limitations. .. Poles -PR4 4" ROUNO (RO) POlE 2X41f'K:H REINFOACED HAND HOLE l J GROUT UNDER CONCRETE FOOT1NG ENTIRE BASE BY OTHERS r BOLT CJRCLE: " LOCATIONS "" ..... RT I I IW.~/I-- ~ BOTTOMV/EW (INDICATES POlE IS LAVING DOWN WITH HAND HOlE FACING UP) ~fFlXTUflE ~c.NTAfl(»,I OOTlOOt ""'" 4INOICAJ'f$ POlE IS LIoVJI«J [IQWIriI WfTW HAl«) fO>E F"'*'IG UPI 1iNOIC"TES POlE IS lJM'r«J DOWN WITH I-WIDHOl£ f.ACINO vP1 SOLO TO POt I IDA~ II~~ PR4 BASE I POLElWALL I OPTIONS CATAI..OG NO. MAXIMUM ALLOWABLE EPA (MPH) BASE POLE OAH SHAFT WT 85 90 100 110 120 130 140 150 OPR4 4R1Q-125 10' (3,lm) 4" RD x .125" 25 19.4 17.1 13.5 10.8 8.9 7.4 6.3 5.5 OPR4 4R12·125 12' (3.7m) 4" RD x .125" 28 15.3 13.4 10.5 8.3 6.7 5.6 4.7 4.0 OPR4 4R14-125 14' (4.3ml 4" RD x .125" 32 12.3 10.7 8.2 6.3 5.0 4.1 3.4 2.9 OPR4 4RI6-125 16' (4.9m) 4" AD x .125" 35 10.0 8.6 6.4 4.8 3.6 2.9 2.4 2.0 OPR4 4R1Q-226 10' (3.1m) 4" ROx .226" 38 23.8 21.0 16.7 13.5 11.1 9.3 8.0 6.9 OPR4 4RI2·226 12' (a.7m) 4" RD x .226" 44 19.2 16.9 13.3 10.6 8.6 7.2 6.1 5.3 o PR4 4R14-226 14' (4.3m) 4" RD x .226" 51 15.9 13.9 10.8 8.4 6.8 5.6 4.7 4.0 OPR4 4R16-226 16' ('.9m) 4" RD x .226" 57 12.4 12.3 9.' 7.3 5.7 '.7 4.0 3.3 OPR4 4RI8-226 18' 15.5m) 4" RD x .226" 63 11.7 10.0 7.5 5.6 4.3 3.5 2.9 2.4 OPR4 4R2Q-226 20' (6.2m) 4" RD x .226" 70 9.5 8.1 5.9 4.2 3.1 2.' 1.9 1.6 Note: Overall height is measured to top of pote, SPECIACATIONS Base shall be cast aluminum 1356 alloy, free of any porosity. foreign materials, or cosmetic fillers. Base casting shan be heat treated to a T -6 condition. and of uniform waH thk:kneas, with no warping or mold shifting. WARNINGS Caution must be exercised In the setection of a design wind speed when the pole Is to be installed in a special wind region (as indicated by \he wind map) or in an ..... where wind speed is unpradlclable. AAL recommends consutting a loCal engo-wilen \he pole is to be Installed in an area that may be subiect to extreme weath .. and exposure. Pofes installed on structures such as buildings and bridges may be subjected to vibration, oscillations, and other fatigue effects which are not COY'" by the AAL. warranty. The use of banners or other appendages can severety affect the Ioac:Ing of a pate. No banner or other .ppendage should be attached to en AAL pole unlesS _roved by AAL. H \he producls are to be used on an existing foundation or on other sIrucIuras, \he customer assumes aU responslbiity for \he slructurai inlegrily of \he existing _, anchorage or strucIures and all the conaequencesarisingtherelrom. CAUTION Poles should never be erected without the luminal ... installed. Warranty is votded if the pole Is erected without \he luminaire. The warranly is voided H \he pole is not grouted under \he entire base aller installation. ANCHOR BOL T5 shall be hoi dip galvanized steel. eight galv.nlzed _ nllls and flat washers, and a bott circle tempJate shall be provk:ted. Anchor bolt for poles are 3/4" x 24-x 3-. See options/accessories details on page 2. JOB NAME Approvals I Architectural Area Lighting 16555 East Gale Ave / City of Industry, CA 91745 626.968.5666 / fax 626.369.2695 / www.aal.net Ref: PA4.pdf copyright 2005, design patented . Poles -PR4 4" ROUND (RD) POLE OPTIONS' ACCESSOfUES O FH Flag holder. (SpecIfy location on pole) o FS1 Single weatherproof fuM holder. Fuse by others. o FS2 Double weatherproof fuse holder. Fuse by others. O LR Ladder resl Slips over a 4" 0.0. pole o PCA-C Rotatable phoIooofl housing. The photocotl can be aimed away from stray light lOun;eo for on accurate setting. The photocell Is oIao at.- !rom Ilgnt emIoaIono from tho fix1In. The housing slips OVOI' a 4"'100mm D.d. pde. a ftxt\n or wm slips over the 4"1100mrn c.d. tenon. Includes .... Int...-.J _ loci< f1ICOPIacIo, and an acoass covar wflh integrations _ .-.-_. Adds 4.S"I114mm to the ~I heig/lt 01 the poIaIfbct\n allmbt). Prewired on the toad aide and line Bide for easy _. _0001 by othoro. o PCA-T Rotatable photocd housing. The ho .. ing sips over. 4"I100mm o.d. pole. a fixture slips over the 4"nOOrnm c.d. tenon. tncludes an Intemal twist lock receptacle. and an access cover with integral lens and stain· less steel tether. Adds 5"/125mm to the overall height of the polelflxture assembly, Prewlrwd on the toad side and line side for easy installation. Photocall by others. o PCR Low profile twist lock photocell receptacle with cast pole cap top. Secures to the top of the pole with three staintess steel set screws. PhotooaH by others. o PLT Plant Hange<. For 4" o.d. poles. (specify location on pole) D RBC Cast aluminum nlCeptacIe hoosing, integraly welded to the polo. IncIudoa • NEC approwd _ weatherproof cover. Does not include. /9C8PI8CIo or internal wiring. O TEN 2 3/8" 0 .0 . X 4" Long. ARCHITECTURAL AREA LIGHTING www.aal.net 16555 East Gale Avenue. City of Industry, CA 91745 tel (6261 966-5666 • fax (626) 369-2695 Copyright 02005 Architectural Area Lighting . \ , " " , ---~~ i i----\\,\\ 1 '~I PROPOSm ERIISflIN \ BARRI£/?, , '.--- \ \ \ \ \ INSTALL SILT SOCKS IN CA TCH [9l BASIN RIMS (TYP) [QiJ -~-- , \ t ,----,:""""\\ ~ . G • \l\ i i' . . : &' j \ .', ,TP4TR '. . ; \ : , I i j ( \, \ \ , , -~ • • TP 12 \ \ APPL Y EROSION CONTROL BLANKET AFTER GRADING &-SEEDING (USE NORTH AMERICAN GREEN OR EQUAL) \ \ , \ ~ TP13 \ \ ,~ \ TPl l i I i \ PROPOSED HA Y BALE CHECK 1 £41 DAM (TYP) !. J I , :i :l , / S) .!;;. " I I , , ,_., ,-/ .i.,./,/' ~~/ ...-"'! " , /' ' / / / / MH Cj ",:I. / / , RIM: 193.30 PROPOSED HA Y BALE m CHECK DAM (TYP) [QiJ "-,tlt"""---,11-"-,,,,,,,, .. ,. TRAN~)i·n()N FROM C8l\NiTE .'{) BlT. CUf;;:F.3!NG R'M.192,6G ., ", :\[\1.: ~ ;:::1 70 L~ Hd OPP(:S!h:. /;', .;~ ',j-.;-/!, 21+ INSTALL SILT SOCKS IN CA TCH I %4 1 BASIN RIMS (TYP) 30.0' x 108.0' -NORTH AMERICAN GREEN PROPOSED CONSTRUCTION W ENTRANCE [QiJ ! ! , , j / ! / / ftECE\VED r<\JG III 20\4 NOTES; '\~~'g~ARD I. PROPERTY LINES SHOWN HEREON ARE BA.sPJ..~N A PLAN OF bt'tNB or If Wf~glJg t1~~(]r;/1l rg~ /NG; gil rgg dIJNE 18; lOta RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE "4. 2. THE WETlANDS SHOWN HEREON WERE FLAGGED AND LOCATED BY R LEVESOUE ASSOCIA TES, INC. IN SPRING OF 2010. 3. THE PREMISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES. THE LOCA TlON AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. 4 CONTOUR ELEVATIONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESOUE ASSOCIA TES, INC. DURING THE SPRING OF 20fO. 5. THE ELEVA TlONS SHOWN HEREON ARE BASED ON THE NGVD 1929 DATUM. TEMPORARY BENCH MARK TOP OF H'rlJRANT SPINDLE, ELEVA TlON 193.69. 6. THE UNDERGROUND UTlLIllES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMA Tlo.N AND EXISTING ORA WlNG5. THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UTlLIllES SHOWN COMPRISE ALL SUCH UTlLIllES IN THE AREA. EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOR WARRANT THAT THE UNDERGROUND UTlLIllES SHOWN ARE IN THE EXACT LOCATION INDICA TFO AL THOUGH HE ODES CERTIFY THA T THEY ARE LOCA TEO AS ACCURA TEL Y AS POSSIBLE FROM INFORMA TlON A VAILABLE. THE SURVEYOR HAS NOT PHYSICALL Y LOCA TED THE UNDERGROUND UTlLIllE5. (PLEASE CONTACT DIGSAFE PRIOR TO Co.NSTRUCTlON @ /-800-344-1233). CONTRACTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UTlLlTlE5. PERMITTING R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 40 School Street P.O. Box 640 Westfield, MA 01086 rlaland.com T Russo Construction Corp. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: 8-30-11 REVISIONS: DATE, PHASES AlJlJED/ L,O, W, LINE REVISED 10-12-11 UNAUTHORIZED ALTERATION 01' THIS DOCUMENT IS A VIOLATION 01' MASSACHUSETTS STATE LAW SCALE: ~ 30'-0" I' "I l~" I .? • r . I S' 0 15' 30' RLA PROJ, N UMBER: 100403 DRAWING # '-. , .' . 'l' ".' . i';" • , . • X '. • .- ';'.,,,~ ft; i -.' ,~. ~ Dial Before You Dig Cas, fJ/fJCtdc. tt!J/fJphon8 and COb/6 tBlfJviskJn companies ho~ undBrgrOund pipes and :. I cobl(1$ in plr::J(:es you'd 16OS! exp~ct. i i . So Its a good wea for onYOOfl "who does any .' excavating to check beForehand fo make SU~ tl1MB Is no danger of damaging thtlS(J {acUities . .' In facf. state laws In Mossachu~tts. New \ HampshlnJ. Rhode Island and Vermont make It mandatory for on)f)ne dOing 6XCO'oCting work to noliYy ul!7ily companle$. well ah(Joci af tim .. (Rhode Island and Vermont requfr6 ~ h~ prior notice and the other two stattls r8qulre 72 hours.) The ulUlly com ponies 110 .. slmp/lfled Ihls .' notlficot;on process by providing a toll-fr~ number. One call to thIs '!JIg Softl" line $Ot/$fiss the low find ""00111$ ad of thfl utjlltl~s ta r8Cel ve, the informatl()IJ. In Mossachussftsl ths numbtlr /s 1-888-.].1.-1- 7233. In Ma/nfl, New Hampsh/~, Vermont and Rhod. Island, lho number Is 1-888-.J-f.of.-72.J.J. If there are underground facilities In )OUr area. the utility company WIll IdBntlfy theIr locotion for you. This wIll elim/naf. the possibflify af damage and SO~ you the expMSS of costly repairs. So btl on ths safe side and dial before )011 slarl fa dig. DIG SAFE '. ,co, .. ,~ .. .' " . . :.1:':.1,: . .1 • G813 -Parcel "A" 232 Garden Street, Agawam, ITE'M REQUIRED MINIMUM LOT AREA 2 ACRES MINIMUM ROAD FRONTAGE 150' MINIMUM FRONT YARD SETBAly( 40' MINIMUM SIDE YARD SETBACK 40' MINIMUM REAR YARD SETBACK 40' MAXIMUM BUILDING HEIGHT 2 STORIES/4S' MAXIMUM BUILDING COI£RAGE 40X PARKING REQIJIRED (2 SPACES PER UNIT) 72 MINIMUM SPACE BETWEEN BIJILDINGS 40' MAXIMUM DENSITY 8 PER ACRE (52) PROVIDED 8.6:t ACRES 444':t 41':t 40.8':t ,364':t 37':t <12X 91 .·41.0':t ~5.5/ACRE (36) SITE PLANS AS PREPARED FOR T Russo Construction Corporation 204 Suffield Street Agawam, MA 01030 SOURCE: USGS SPRINGFIELD QUADRANGLE. SCALE 1"=600' AUGUST 2011 REVISED: 10-12-11 BY RLA R LEVESQUE ASSOCIATES, INC Land Sunreying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 29 Broad Street P.O. Box 640 Westfield, MA 01086 rlaland.com DRA WING INDEX -c ' • _ ._,. _' /'. -, .. ' ... _: " :--", T-l TITlE SHEET EX-I EXISTING CONOITIONS PLAN C-1 CONSTRUCTION LEGEND &-ABBREVIA TlONS C-2 CONSTRUCTION NOTES C-3 SITE LA YOUT &-MA TERIALS PLAN C-of. SITE GRADING &: DRAINAGE PLAN C-5 SITE UTIUTY PLAN C-6 SITE LANDSCAPING PLAN C-7 SITE' ILLUMINA TlON PLAN C-8 EROSION &: SEOIMENTA TlON CONTROL PLAN 0-1 DETAILS 0-2 DETAILS D-3 DETAILS D-of. DETAILS 0-5 DETAILS 0-8 DETAILS 0-7 DETAILS ARCHITE'CTVRAL A-2 ELEVATIONS / ;;jif "'~~7F 8-30-11 10-12-11 6-13-11 8-30-11 10-12-11 8··30-11 8-30-11 10-12-11 ",·-30-11 10-12-11 8-30-11 10-12-11 8-30-11 10-12-11 8-30-11 10-12-1/ :,)-30-'1f· 10-12-1/ 8-30-11 10-12-11 8-30-11 8-30-11 10-12-11 8-30-11 8-30-11 10-12-1/ 8-30-11 8-30-11 4-18-1/ / f I I ( I ~ , i l . , ~ " > • , i ., , , l ! i .. • Ii 11 " II • I II ~ ~ I- " Ii j, !! h .1\ ~t I' P ., " ;; ;; ,.. < • .. . -· I ,. .. •• ~~ l' ~ i 11 '. , , l . · ' B i; l' I.: ;i ~ 1 , . , . n H I. o. j; ii " J; P '11 \1 ! ! H 1'1 \j 1 , j.J ~ : ~ , 11 jl ,I ~ i ., i : I' l , • I' '," ! ~ , · . , · . ~ : , ; • :' ; . ~? ! ; ';; i j h I' \ f '. '. , I ' i' i ", il • 1', · . H " i; l'i j; .' j ' 1-i ;j , • , I: i . I, p · , l' " ; ii \: " j' o' i : i l j' · , • j ! ' i • " • ] , ~ l l" i ' , . !. I' PERMITtiNG ," (' --- , ',',' '.-';' >. ': , .. ' .. ';. , .. " '. .•. '>, '" .-.~ "'-1. 2. 3. 5. 6. , ...... " NOW OR FORMERLY SPRINGFIELD TURNVEREIN, BOOK 3293, PAGE 366 . OUll.ET STRUCTURE /t / / / / / / / NOW OR FORMERLY WEJJAL, LLC BOOK 16837, PAGE 363 PLAN 221, PAGE 30 , I - INC. N 06'05'54" W ,t .', ~5.0' V1 ------ I I I I I I PROPERTY LINES SHOWN HEREON ARE BASED UPON A PLAN OF LAND BY R LEWSQUE ASSOCIA IFS, INC, DA TEO JUNE 16. 2010. RECORDED IN HAMPDEN COUNTY RECISTRY OF DEEDS PLAN BOOK 358, PAGE 114. THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCA TED BY R LEVESQUE ASSOCIA TES, INC. IN SPRING OF 2010. THE PREMISES SHOWN HEREON, MAY BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES. THE LOCATION AND EXIFNT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURWY. CONTOUR ELEVA TlONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVES()()E ASSOCIA IFS, INC. DURING THE SPRING OF 2010. THE ELEVATIONS SHOWN HEREON ARE BASED ON THENGVD 1929 DATUM. TEMPORARY BENCH MARK TOP OF HYDRANT SPINDLE, ELEVA TlON 193. 69. THE UNDERGROUND UTILITIES SHOWN HAW BEENLOCAlED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ' ABANDONED. THE SURWYOR FURTHER DOES NOR WARRANT THAT THE UNDERCROUND UTILITIES SHOWN ARE IN THE EXACT LOCA TlON INDICA IFD AL THOUGH HE DOES CERTIFY THA T THEY ARE LOCA TED AS ACCURA IFL Y AS POSSIBLE FROM INFORMA TlON A VAILABLE. THE SURWYOR HAS NO T PH YSlCALL Y LOCA IFD THE UNDERGROUND UTILITIES. (PLEASE CONTACT DIGSAFE PRIOR TO CONSTRUCTION til /-800-344-1233) CONTRACTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UTILITIES. .' ~. I I I I I I I I I I " "-\ , ' \ , . " \ I " , , ~ '" NOW OR FORMERLY BRUCE & IRENE PROVENZANG BOOK 13613, PAGE 172 N 06'22'22" W Ngy( gR FgHMERkr JULIANN PROVOST BOOK 7997, PAGE 381 PLAN 280, PAGE 73 I I , I I '" • ·1 .... 'I' .... -CO ,.j f< I "+ '" ., MHB o " MHB o "0. ® ® B3 ® ® -J> -OHW- -GAS - -w - -SS - OPPOSITE STA ~4+30.00 lEGEND IRON PIPE FOUND BOUND FOUND GRANITE HIGHWAY BOUND (FOU ND) WETLAND FL.~G SOIL BORING LOCATION TEST PIT LOCATION EXISTING HYDRAN T EXISTING TREE EXISTING CONTOURS PROPERTY LI NE LIMIT OF BORDERING WETLAND UTILITY POLE VEGETATED SEPTIC MANHOLE/D-BOX STORM DRAIN MANHOLE CATCH BASIN WATER VALVE GAS YALV" EDGE OF TRAVEL WAY LIGHT FI XTU RE & POLE OVERHEAD UTILI TY WIRE GAS LINE WATER MAIN SANITARY SEWER UNE rr----:+----:iI---SMIH RIM: 192.53 INV.: 182.28 NOW OR FORMERLY DONALD H. & REBECCA A. "TRANSITION FRQI,i GRANITE ___ TO BIT. CURBING ---------- VERMETTE BOOK 11413, PAGE 415 -------;,: 1l/Ii~~IB ---------------Rlt.I: 192.66 1aJ.--; ~fI.-,l--'Rlit.I~ 191.14 INV.:1B1.70 END OF UMITED ACCESS MASS. H WY . LiO 8562 TB!.t MH8 OPPOSITE STA . 30+74.27 TOP OF SPINDLE HYC. ELEVA110N=19~.69 N.G. V.D. 1929 ---- NOW OR FORMERLY JOAN M. MCMAHON MARY A. A VERY BOOK 11523, PAGE 68 ------------------- NaY( OR fORMERLY GARDEN PARK, LLC C/O CLARK DORE BOOK 17441, PAGE 78 ----------------- Land !,:,j,.vpJing, Site Design, L,an~s:~!~~:~:~!::~::,."~ Planning, me)Hal Permitting • , I ph: fax: 413.5680986 75 R,o',nrll<tr,P.et. Suite C 'Dox 640 Westfi,ell'~.MA 01086 ""d CI) C/l TRUtsso Jr. Constru 204, ::;um'~la Street A""wAm'-'MA 01030 ISSUANCE 6-13-11 REVISIONS: -, Inc. DATE: ALTERATION OF RLA PROJ. ' IS A VIOLATION 01" STATE LAW 100403 DRAWING # iiiiiiiil EX~l ., ., ., I I I I LEGEND CONCRETF BOUNO (FOIJNO) • CONCRElF BOIJNO (TO BE SE7) COMPUTFD POINT ELECTRIC MANHOLE @ STORM ORAIN MANHOLE EB EXISTING CA TCH BASIN FIRE HYDRANT WA TFR VAL VE" WA TFR SERVICE SHUT OFF GAS VALVE" -OHW-EXISTlNG OVERHEAD UTlLlTY WIRE -SS-EXlSTlNG SANITARY SEWER LINE -SD-EXISTlNG STORM DRAIN LINE , -CAS-EXISTING GAS LINE -W-EXISTING WA TFR MAIN TFST PITS ~ HB 10 SOIL BORING WEnANO FLAG PROPERTY LINE MA WEnAND LINE 50' BIJFFER ZONE 100' BUFFER ZONE LlMT OF WORK -0 __ 0]0---10]0--DOIJBLE EROSION CONTROL BARRIER X 271 . .1 SPOT GRADES --27r--EXlSTlNG CONTOLIR PROPOSED CONTOUR PROPOSED STORM ORAIN LINE PROPOSED SEWER LINE PROPOSED WA TFR LINE -GAS--GAS ~~-PROPOSED GAS LINE UT PROPOSED U77L1TY LINE PROPOSED CA TCH BASIN PROPOSED FIRE HYDRANT PROPOSED WA TER VAL VE" PROPOSEO IJ77LITY POLE PROPOSED SANITARY SEWER CLEAN OLIT -POHW-PROPOSED OVERHEAD UTlLlTY WIRES TOW TOP OF WALL BOW BOTTOM OF WALL ABBREVIA TlONS A.F.F. -ABOVE" FINISHED FLOOR A.F.S. -ABOVE" FINISHED SLAB APPROX. -APPROXIMA TF A. T.F. -ABOVE" TOP OF FOUNDA TlON BLDG. -BUILDING BLK. -BLOCK BOT. -BOTTOM BRG. -BEARING ca. -CATCH BASIN OR CONCRETE BLOCK ~ -CENTERLINE -CAST IRON CLR. -CLEAR CONC. -CONCRElF CONT. -CONllNUOLtS CONTR. -CONTRACTOR DBL. -DOIJBLE DET. -OETAIL 0.1. -DIJCllLE IRON DIA. -DIAMETER DIM -DIMENSION OIL. -OCTAIL Dwo. -DRAWING EA. -EACH £LEe. -ELECTRIC £LEV, -ELEVATION EXIST. -EXISTlNG EXT. , -EXTFRIOR FIN.' -FINISH FLR. ~ -FLOOR FOLINO. -FOIJNOA llON FT. -FOOT~~T INSn. -INSTALLED LT. -LIGHT MAX. -MAXIMIJM MH. -MANHOLE MIN. -MINIMUM MI5C. -MISCELLANEOLIS N. T.s. -NOT TO SCALE O.A. -OVE"RALL O.c. -ON CENlFR P.S.I. -POUNDS PER SQUARE INCH REfNF. -REfNFORCING R.H. -RIGHT HANO SI-IT. -SHEET SPEC. -SPECIAL OR SPECIFICA llONS SQ. -SQIJARE ST. -STEEL STA. -STATlON T.O,F. -TOP OF FOIJNOA 1l0N T.s. -TOP OF STF£L TYP. -TYPICAL W/ -WITH W7R. -WAlFR W.W.M -WELDEO WIRE MESH CD -SECTlON OR DETAIL NIJMBER [XJ -SHEET ON WHICH SECllON OR DETAIL IS LOCA TED CD-SEC770N OR DETAIL NUMBER c=J -SECTlON OR DETAIL LOCA TFD ON SAME SHEeT EROSION AND SEDIMENT CONTROL NOTES SIL T FENCE INSTALLA TlON DETAIL: MANAGEMENT STRA TFGIES 1. THIS SEDIMENT BARRIER IJTlLlZES MIRAFI ENVIROFENCE (100X) OR EQIJAL. IT IS DESIGNED FOR SIlVA TlONS IN WHICH ONL Y SHEET OR OVERLAND FLOWS ARE EXPECTED. 1. CONSTRIJCTlON TRAmc SHALL BE LIMITED TO THE CONSTRIJCllON ENTRANCE. 2. THE HEiCHT OF THE BARRIER SHALL NOT EXC£EO S6 INCHES (HIGHER BARRIERS MAY 2. CONSTRIJCllON SEQIJENCE SHALL BE PHASEO TO A VOIO LEA VlNG LARGE AREAS EXPOSED IMPOIJND VOWMES OF WA TFR SUFFICIENT TO CAIJSE FAILlJRE OF THE STRIJClVRE). IDEALLY FOR LONG PERIODS OF TlME. THE FlLTFR FENCE SHALL BE PLACED 10 FEET AWAY FROM THE TOE OF SLOP£. 3. TFMPORARY SEED AND MULCH SHALL BE APPLIED IMMEDIATFL'I' FOLLOWING ROIJGH 3. WHEN JOINTS ARE NECESSARY, FILTER FABRICS SHALL BE SPLICED TOGETHER ONLY AT A GRADING. SIJPPORT STAKES WITH A MINlMIJM 6-INCH OVE"RLAP. ANO SECIJR£LY SEALED. SEE 4. SEDIMENT A TlON CONTROL MEASlJRES SHALL BE INSPECTFD CONTlNIJOUSL Y. ESPECIALLY MANIJFAClVRER's RECOMMENDA TlON. FOLLOWING STORM EVE"NTS TO LOCATF FAILING CONTROL MEASIJRES AND CONDUCT ROIJTlNE 4. STAKES SHALL NE SPACED A MAXIMIJM OF 10 FEET APART AT THE BARRIER LOCATlON MAINTENANCE OPERA TlONS. . . AND DRlVE"N SECIJREL Y INTO THE GROUND (MINIMIJM OF 12 INCHES)' IN APPLICA TlONS WHERE 5. THE CONSTRIJCTlON SUPERINTENDENT SHALL INFORM ALL ON-SITF WORKERS OF THE HEAVY FLOWS ARE EXPECTFD SIJCH AS IN-STREAM INSTALLAllONS STAKE SPACING SHALL SEDIMENTA TlON CONTROL PROGRAM BE PER MANIJFAClVRER's RECOMMENOA TlONS ANO/OR THE ENVIRONMENTAL PROFESSIONALS RECOMMENDA TlONS. VEGETAllkf" CONTROL PRACTICES 5. A TRENCH SHALL BE EXCAVATFD APPROXIMATFL'I' 6 INCHES WIDE AND 6 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER IN ACCORDANCE WITH 1. TOPSOIL STOCKPILING: TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE DISlVRBED ANO MANUFACTURER's RECOMMENDA TlONS. STOCKPILED FOR LATER US£. STOCKPILE LOCATlON SHALL BE APPROVE"D BY THE OWNER 6. THE PRE ASSEMBLED SILT FENCE SYSTFM SHALL BE IJNROLLED, POSI7lON THE STAKES ON AND ENGINEER/LANDSCAPE ARCHITFCT AND BE WITHIN LIMIT OF WORK. THE DOWNHILL SIDE OF THE TRENCH AND HAMMER THE STAKES AT LEAST 12 INCHES INTO 2. TEMPORARY S£EDING: THE TEMPORARY SEDIMENT BASIN, TOPSOIL STOCKPILE AND ROLIGH ~ THE GROLIND. GRAOEO AREAS SHALL BE SEEDED WITH WlNTFR RYE: AT A RATF OF SO LBS. PER ACRE ANY 7. THE BOTTOM SIX (6) INCHES OF THE FABRIC SHALL BE LAID INTO THE TRENCH TO SOILS THA T ARE LEFT EXPOSED ANO UNDISTURBED FOR MORE THAN SO DA YS SHALL BE PREVE"NT IJNDERMINING BY STORM WA TFR RIJNOFF. TFMPORARILY SEEDED. 8. BACKFILL THE TRENCH Ol>FR THE FlLTFR FABRIC AND COMPACT SlJmCIENny TO A. SITF PREPARATION PREVE"NT THE RIJNOFF FROM EROOING THE BACKFILL. -COMPLETF ALL ROIJGH GRADING ACTlVlTlES 9. THE FABRIC SHALL NOT EXTEND MORE THA T S6 INCHES ABOVE" THE ORIGINAL CROLIND -REMOVE" ALL ROCKS ANO OEBRIS LARGER THAN s" IN DIAMETFR FROM AREAS TO BE ' SURFACE. FlLTFR FABRIC SHALL NOT BE STAPLED TO EXISTlNG TREES OR SIJPPORTS OTHER TEMPORARILY SEEOEO. -EVE"NL Y APPLY LIME TO ACHIEVE" A PH VALIJE OF 6. O. THAN THE STANDARD STAKES. -EVENLY APPLY 14 LBS. OF 5-10-10 ANALYSIS FERTILIZER TO A OEPTH OF 4" IJSING '10. INSTALLED SILT FENCE BARRIERS SHALL BE MAINTAINED ON A REGIJLAR SCHEDIJLE SUITABLE EDUIPMENT. WHICH MAYBE PRESCRIBED BY THE LOCAL, STA TE OF FEDERAL REGIJLATORY AIJTHORITY,' -SEEDBED IS TO BE LEFT IN FIRM AND SMOOTH CONDITlON. 01/7; AT MINIMI/M sttALL ae CHECKED OCEKL Y "'.::;-HeLL A'::;-Arne;;> CAGYI '::;-TORM eVCNT. -THE LAST 77LLAGE OPERATlON SHALL BE PERFORMED ACROSS THE SLOPE. MAINlFNANCE SHALL CONSIST OF AN INSPECTlON OF THE ENllRE LENGTH OF THE BARRIER B. ESTABLISHMENT TO DETERMINE IF IT IS FIJNCTlONING AS INTENDEO. ALL BREAKS, DETACHED FABRIC, -EVE"NL Y APPLY SEED IN ACCORDANCE WITH THE SPECIES AND RA TF INOICA TFO ABOVE" BY SLlJMPEO FABRIC, CLOGGED FABRIC, AND IJNDERMINED AREAS SHALL BE FIXED THE OA Y MEANS OF BROADCASTlNG OR HYDROSEEDING. THAT THEY ARE DISCOVEREO. -IJNLESS HYDROSEEOED, COVE"R SEEO WITH 1/4-TO 1/2" OF TOPSOIL 11. WHEN A MAXIMIJM OF SIX (6) INCHES OF SEDIMENT HAS ACCIJMIJLA TED BEHINO THE SILT -APPLY MULCH OR EROSION CONTROL BLANKET IMMEDIATFLY FOLLOWING SEEDING. FENCE THIS SEOIMENT SHALL BE REMOVE"O AND THE FENCE SHALL BE INSPECTED FOR TEARS, -VE"RIFY SEEDING OATFS WITH ENGINEER/LANDSCAPE ARCHITFCT. IF ENGINEER/LANOSCAPE CLOGGING OF BREAK$. ALL OEFICIENCIES SHALL BE CORRECTFD IMMEDIATFL'I' EITHER BY ARCHITFCT DETFRMINES THAT SEED CANNOT BE APPLIED DIJE TO CLIMATE, TOPSOIL SHALL REPAIR OF REPLACEMENT OF THE SILT FENCE BARRIER ANO/OR STAKES AS NEEOED. NOT BE SPREAO AND MULCHING SHALL BE APPLIED TO THE EXPOSED SURFACE TO 12. SILT FENCE BARRIERS SHALL BE REMOVE"O WHEN THEY HA VE" SERVE"D THEIR IJSEFUL STABILIZE SOILS IJNTlL THE NEXT RECOMMENDED SEEDING PERIOO. PIJRPOS£, BIJT NOT BEFORE THE IJPSLOPE AREA HAS B£EN CLEANEO OF SlL T ANO -PERMANENT SEEDING SHALL BE APPLIEO BETWEEN APRIL 15 ANO SEPTEMBER SO. PERMANENn Y STABILIZEO. TFMPORARY SEEDING SI-IALL BE APPLlEO TO ALL OISTURBEO AREAS OIJTSlDE THIS TIME FRAME. IJPON APPROVAL BY THE ENGINEER/LANOSCAPE ARCHITFCT. C. MAINTENANCE -ALL SEEOED/MIJLCHED AREAS SI-IALL BE INSPECTFD REGULARLY TO SEE THA T A GOOD STANO IS MAINTAINEO. AREAS SHALL BE REPAIRED AS NECESSARY. NONSTRUCTURAL CONTROL PRACTICES 1. SCARIFICA 1lON.· EXPOSED SLOPES EXCEEOING 4: 1 SHALL BE SCARIFlEO A T RIGHT ANGLES TO THE SLOPE. PROVIOE PERIOOIC LlPGRADING OF SERRA llONS OLIRING EXPOSEO PERIOO LlNTlL VE"GETA TlON IS ESTABLISHEO. PROVIOE VEGETA TlVE COVE"R AS SOON AS POSSIBLE. 2. STRAW MIJLCH: STRAW MLILCH SHALL BE APPLlEO IN CONJUNCllON WITH TEMPORARy/pERMANENT SEEOING AND TO GRADEO AREAS WHICH REMAIN EXPOSED OLITSIOE OF RECOMMENDEO SEEDING OA TFS. MIJLCH SHALL BE APPLIED AT 90 LBS. PER 1000 s.F. CONTRACTOR SHALL PERIODICALLY INSPECT AND REAPPLY AS NECESSARY, PARllCULARLY FOLLOWING SIGNIFICANT STORM EVE"NTS. 3. TOPSOIL: DISTURBED AREAS SI-IALL BE TOPSOILED PRIOR TO SEED APPLICA 1lON. APPLICA TlON STANDARDS: ' . -REMOVE ALL ROCKS AND DEBRIS OVE"R 1"-1 1/2" IN DIAMETER. -SCARIFY SURFACE PRIOR TO SEED APPLICA TlON. -APPLY 6" OEPTH OF TOPSOIL. 4. SIL T FENCE.' SIL T FENCE SHALL BE INSTALLED AROIJNO THE PERIMETFR OF THE SITE, AT CULVE"RT OLInET LOCAllONS, OR AS INDICAlFD ON THE DRAWINGS. SILT FENCE SHALL BE INSPECTED ANO REPAIRED ROUTlNEL Y. ESPECIALL Y FOLLOWING STORM EVE"NTS UNTlL THE SITE HAS BEEN STABILIZED (COVE"R > 70%) BY VE"GETA 770N. STRUCTURAL CONTROL PRACTICES 1. RIP-RAP OLInET PROlFCTlON: RIP-RAP SI-IALL BE PROVIDED A T ALL PIPE OUnETS TO THE WEn.AND. MATFRIAL SI-IALL BE HARD, DURABLE FIELD OR QUARRY STONE WHICH IS ANGULAR ANO RESISTS BREAKING DOWN WHEN EXPOSED TO WATFR OR WEATHERING. 2. CONSTRUCTION ENTRANCE.' CONSTRUCTlON ENTRANCE SHALL BE CONSTRUCTFD IN ACCORDANCE WITH THE ORAWINGS. 3. OUST CONTROL: A WA TER TRUCK SHOLILO BE LOCA TFO ON-SITF FOR DIJST CONTROL WHILE WORK IS PROCEEOING. MAINlFNANCE SEDIMENTA TlON CONTROL MEASLIRES SHALL BE CHECKEO WEEKL Y ANO AFTFR EACH SIGNIFICANT RAINFALL EVE"NT. THE FOLLOWING ITEMS SHALL BE CHECKED IN PARllCULAR: A. RIP-RAP OLIn.£T PROTECTlON SHALL BE CHECKEO REGIJLARLY FOR SEDIMENT ACCUMULA TlON. IF SIGNIFICANT AMOUNTS OF SEDIMENT ACCIJMIJLA lE RIP-RAP SHALL BE REAlOVE"D AND REPLACED. ' B. SlL T FENCING SHALL BE INSPECTEO REGULARLY FOR UNDERMINING AND DElFRIORA TlON. REMOVE" SEDIMENT FROM BEHINO FENCE WHEN IT BECOMES 6 INCHES OEEP. C. SEEDED/MIJLCHEO AREAS SHALL BE INSPEClFD REGULARLY TO SEE THA T A GOOD STANO IS MAINTAINED. AREAS SHALL BE REPAIREO AS NECESSARY. HA Y BALE INSTALLA TlON AND MAINTENANCE: 1. HA Y BALES SHALL BE PLACED IN A SINGLE ROW, LENGTHWISE ON THE CONTOUR, WITH ENOS OF ADJACENT BALES TlGHny ABlJmNG ONE ANOTHER. 2. ALL BALES SHALL BE EITHER WIRE BOIJNO OR STRING TlES. BALES SHALL BE INSTALLED SO THA T BINDINGS ARE ORIENTFD AROLIND THE SIDES RA THER THAN ALONG THE TOPS ANO BOTTOMS OF THE BALES TO PREVE"NT DElFRIORAllON OF THE BINDINGS. 3. THE BARRIER SHALL BE ENTRENCHED AND BACKFILLEO. A TRENCH SHALL BE EXCA VA TEO THE WIDTH OF A BALE AND THE LENGTH OF THE PROPOSED BARRIER TO A MINlMIJM DEPTH OF FOUR (4) INCHES ANO A MAXIMUM OEPTH OF SIX (6) INCHES. AFTFR THE BALES ARE STAKED AND CHINKED, THE EXCA VA TFD SOIL SHALL BE BACKFILLED AGAINST THE BARRIER. BACKFILL SOIL SHALL CONFORM TO THE GROUND LEVE"L ON THE DOWNHILL SIDE ANO SHALL BE BIJILT UP TO FOLIR (4) INCHES AGAINST THE UPHILL SIDE OF THE BARRIER. 4. EACH BALE SHALL BE SECIJRELY ANCHORED BY AT LEAST TWO (2) STAKES OR REBARS DRIVE"N THROUGH THE BALE. THE FIRST STAKE IN EACH BALE SHALL BE DRIVE"N TOWARO 'THE PREVIOUSLY LAID BALE TO FORCE THE BALES TOGETHER. STAKES OR REBARS SHALL BE DRIVEN OEEP ENOIJGH INTO THE GROUNO TO SECIJR£LY ANCHOR THE BALES. 5. THE GAPS BETWEEN BALES SHALL BE CHINKEO (FiLLEO BY WEDGING) WITH STRAW TO PREVENT WA TFR FROM ESCAPING BETWEEN THE BALES. (LOOSE STRA W SCA TTFRED OVE"R THE AREA IMMEOIA TEL 'I' IJPHILL FROM A STRAW BALE BARRIER lFNOS TO INCREASE BARRIER EFFICIENCY.) 6. HA Y BALES GENERALLY DETFRIORA TF IN 2-6 MONTHS ANO THUS N£ED REPLACEMENT. 7. INSPECTlON SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMpn Y AS NEEDED. 8. BALE BARRIERS SHALL BE REMOVE"D WHEN THEY HA VE" SERVED THEfR USEFIJLNESS, BUT NOT BEFORE THE UPSLOPE AREAS HA VE" BEEN PERMANENn. Y STABILIZEO. MA TERIAL CONSTRUCTION NOTES: I. ALL CONCRETF SHALL HA VE" A COMPRESSIVE" STRENGTH OF 4000 PSI AT 28 DA ~ LlNLESS OTHERWISE SPECIFIED. 2. ALL REfNFORClNG STFEL SHALL BE ASTM A615, GRADE 40. UNLESS OTHERWISE SPECIFIED. 3. PROVIDE A MINIMUM CLEARANCE OF 2" BETWEEN OUTSIOE OF STFEL ANO FACE OF CONCRElE UNLESS CAST AGAINST EXPOSED SOIL, IN WHICH CASE A MINIMLIM OF S" OF CLEARANCE IS REQUIRED. DEMO NOTES 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCA TlON. INCLUDING BUT NOT LIMllFO TO, ALL U77LI77ES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS &-POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AIJTHORI77ES SPECIFICATlONS ANO SHALL BE APPROVE"O BY SIJCH. ALL COST SI-IALL BE INCLUDEO IN BASE BID. 3. CONTRACTOR SHALL ERECT AND MAINTAIN SAFETY BARRICADES AND POST PROPER ,NOTlCES PRIOR TO THE COMMENCEMENT OF WORK. 4. CONTRACTOR SHALL PROlFCT EXlSTlNG SllF IMPROVEMENTS, APPURTFNANCES, AND LANOSCAPING TO REMAIN. S. CONTRACTOR SI-IALL MAINTAIN EXIS77NG U77L177ES TO REMAIN IN SERVICE ANO PROTECT THEM FROM DAMA GE DURING DEMOLlllON OPERA TlONS. 6. 00 NOT DAMAGE EXISTlNG UTlLI77ES TO REMAIN WITHIN PROJECT AREA. ALL DAMAGE TO EXISTlNG UTlL!77ES TO REMAIN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE TO THE SATISFAC770N OF THE UTlLlTY OWNER. 7. CONTRACTOR SHALL PROMpny TRANSPORT OEMOLISHED MA TERIALS OFF OWNERS PROPERTY AND LEGALLY DISPOSE OF. 00 NOT ALLOW DEMOLISHEO MATERIAL TO COLLECT ON SllE CONTRACTOR SHALL PAY ANY DUMPING FEES. 8. THERE SHALL BE NO BIJRNlNG OF DEMOLISHEO MATERIAL ALLOWEO ON SllE 9. CONTRACTOR SHALL COOROINATE WITH OWNER FOR ANY ITEMS TO BE TURNED OVE"R TO OWNER. 10. DEMOLISH AND REMOVE" ALL PAVE"MENT, SLABS, LIGHT POLE BASES, FOOTINGS, SUBSIJRFACE ELEMENTS, MISCELLANEOIJS DEBRIS, ETC. WITHIN PROPERTY LINES UNLESS NOTED OTHERWISE. 11. CONTRACTOR IS RESPONSIBLE FOR CONTROLLING OIJST SO THA T OUST DOES NOT CREA TE A NUISANCE ON ADJACENT ROADS DR PROPERllES. SITF CONTRACTOR SHALL BE RESPONSIBLE FOR STREET SWEEPING ANO CA TCH BASIN CLEANING AFTER EACH PHASE OF CONSTRUCTlON ANO AS NEED IS DElFRMINEO BY THE LANDSCAPE ARCHITFCT/ENGINEER. 12. CONTRACTOR SHALL REMOVE" ANO OISPOSE OF ANY ABANOONED SIJBSURFACE SOIL ABSORPllON SYSTFM (SAS) ANO MISCELLANEOUS OEBRIS. 13. NO ACTIVITY OTHER THAN NORMAL MAINlFNANCE SHALL OCCUR OUTSIDE OF LIMIT OF WORK LINES AS SI-IOWN ON PLAN WlTHOIJT THE APPROVAL OF THE LANDSCAPE ARCHITFCT/ENGINEER. 14. THE CONTRACTOR SHALL NOTlFY OIG SAFE It; 1-888-344-72SS PRIOR TO COMMENCEMENT OF ANY DEMOL!llON/CONSTRUCTlON ACTlVlTY. LANDSCAPE NO TES' 1. THE CONTRACTOR SHALL VE"RIFY FINAL SELECTION OF PLANT MAlFRIALS WITH THE LANDSCAPE ARCHITFCT ANO OWNER PRIOR TO INSTALLA TlON. 2. NO PLANT MA lFRIAL WILL BE ACCEPTED WHICH DISPLA YS MAJOR IRREGULAR!llES OR DAMAGE. THE OWNER/LANDSCAPE ARCHITFCT RETAINS THE RIGHT TO REJECT ANY PLANT MA TFRIAL DEEMED UNFIT. 3. WARRANTF£: FOR A PERIOD OF TWO GROWING SEASONS FROM THE OA TF THA T THE WORK IJNDER THIS CONTRACT IS CERTIFIED AS SIJBSTANTIALL Y COMPLETE, THE CONTRACTOR SHALL: I) WARRANTFE ALL PLANTS AND SEEDED AREAS IJNDER THIS CONTRACT; 2) REMOVE AND REPLACE OURING THIS GIJARANTEE PERIOD PLANTS WHICH OlE OR ARE IN POOR COND!llON AS OETFRMINED BY THE OWNER,' S) REPLANT WlT.'1 STOCK OF SAME SIZE AND QUALITY AS ORIGINALLY SPECIFIED; 4) GIJY AND MAINTAIN AS SPECIFIED HEREIN A T NO AOD!llONAL COST TO THE OWNER. 4. ALL NEW LAWN AREAS SHALL RECEIVE" A MINlMIJM OF 4 INCHES TOPSOIL OF THE PROPER pH AND ORGANIC CONlFNT SIJITABLE FOR THE HEALTHY GROWTH OF LAWNS. THESE AREAS SHALL BE SEEDED WITH A FINE BLADE LAWN GRASS SE£[) OR SODDED, ADDIl/ONAL OFF-SIlF TOPSOIL MA Y BE REQUIRED. 5. ALL AREAS TO BE MULCHED SHALL REC£!VE 4 INCHES MINlMLlM 100% SHREDDED BARK MULCH WITHIN 48 HOLIRS OF PLANTlNG IJNLESS OTHERWISE NOTFD IN PLANTING DETAILS. 6. ALL TREE AND SHRIJB PITS SHALL BE A T LEAST 2 FEET WIDER ANO 1 FOOT DEEPER THAN THE TREE OR SHRIJB ROOT BALL TO BE PLANTED IN IT. BACKFILL SI-IALL BE HIGH QUALITY LOAM OF THE PROPER pH AND ORGANIC CONTENT SIJITABLE FOR THE HEAL THY GROWTH OF PLANT MAlFRIALS. 7. ALL PLANTS SHALL BE NIJRSERY GROWN AND CONFORM TO THE LA TEST £O!llON OF "ANSI zoo. t~ AMeRICAN .:; TANO...-I1i'O rOR NVRSCR Y S TOCI<'U, 8. EACH PLANT TO BE FREE FROM DISEASE. INSECT INFESTA TlON, MECHANICAL INJURIES, AND IN ALL RESPECTS BE SIJITABLE FOR FlELO PLANTlNG. 9. EACH PLANT TO BE IN THE TOP OF ITS SIZE CLASS AFTFR SHEARING AND PRIJNING. 10. FINAL FOUNDATION PLANTINGS PLANS AND LISTS TO BE PROVIDED BY LANDSCAPE CONTRACTOR AND SHALL BE APPROVED BY LANOSCAPE ARCHITECT PRIOR TO INSTALLA TlON. 11. ADJACENT TO THE TOP OF ANY WALLS OVE"R S6" A FENCE OR WALL SHALL BE CONSTRIJClFO PER PLAN THA T MEETS LOCAL BUILDING CODE ANO ALL OTHER APPLICABLE STA TF AND FEDERAL LA w.s. 12. SEE DETAIL SHEETS FOR ADDflIONAL OETAILS &-SPECIFICA llONS. 13. DURING THE INSTALLATlON OF PLANT MATFRIAL AND OTHER LANDSCAPE FEATURES LANDSCAPE/SIlF/iRRIGATlON CONTRACTORS SHALL PAY SPECIAL ATTFNTlON TO THE LOCATlON OF PRE-EXISTING. AS WELL AS, NEWL Y INSTALL£[) UllLlTlES. CONTRACTOR SHALL REFER TO THE APPLICABLE SH£ETS HEREIN AND K£EP A RECORD OF ON-SITF CHANGES AND PLAN/SKETCH REVISIONS THA T MAY AFFECT IJTlLlTY AND DRAINAGE LDCA TlONS. 14. SHOULO GC OR ANY SIJBCONTRACTOR ENCOIJNTFR A OISCREPANCE/CONFLICT IN THE PLAN AN THE ACTUAL LOCA 1l0N OF A SITF FEA TURE. THE CONTRACTOR SHALL CONTACT THE LANDSCAPE ARCHITFCT/ENGINEER ANO OWNER IMMEDIA TFL Y. 15. ALL AREAS DISTURBED DURING CONSTRUCTlON NOT DESIGNA TEO TO RECEIVE OTHER TREATMENT SHALL BE LOAMED TO A MINIMIJM DEPTH OF 4" AND SEEDED IN ACCORDANCE WITH THE FOLLOWING: A. INCORPORA TE GROIJND LIMESTONE INTO ALL AREAS TO BE SEEDED A TARA TE OF 50 LBS/l,OOO s.F. B. APPL Y 10-6-4 FERTILIZER FC ALL AREAS TO BE SEEDED A TARA TE OF 2 LBS/l, 000 s.F. C. THOROUGHLY INCORPORA TF WIt: ANO FERTILIZER INTO SEED BED TO DEPTH OF 3" BY DISCING OR OTHER APPROVED METHOD. D. SE£[) WITH THE FOLLOWING MIXnJRE. APPLIED AT A RATF OF 10 LBS/1,000 s.F. SEED MIX NAME OF SFFO % BY W7flHT MIN. % PURITY MIN. % GERMINA TlON iN MIX'VRE POS PRElFNESS "BARON" BARON BLUEGRASS FESTUCA RUBRA ·PENNLAWN." PENNLA WN FESCIJE LOLIUM PERENNE 'PENNFlNE" PENNFlNE 50 25 25 90 75 95 85 98 95 E. MULCH ALL SEEDED AREAS WITH STRAW AT A RATF OF 50 LBS/1,DOO s.F. UNLESS HYDROSEEDING WAS USED. F. ALL SLOPES OF S: 1 OR GREA TFR AFTFR BEING LOAMED, SEEOEO ANO MIJLCHEO IN ACCORDANCE WITH THE ABOVE SHALL SECURED WITH EROSION CONTROL BLANKETS (NO. AMERICAN GREEN S150 OR EQIJAL). OVE"RLAP ALL NEmNG JOINTS A MINlMIJM OF 6" AND SECURE WITH DOUBLE ROW OF STAPLES. 16. ALL SLOPES STFEPER THAN 3.'1 SHALL BE BLANKElFD W/ EROSION CONTROL FABRIC AND /OR H'rDROSEEDED AND INSPECTFD BY THE LANDSCAPE ARCHITECT. PERMITTING INC Laud Su:rvewng, Site Design, Landscape Planning, Permitting ph: fax: 413.5680986 Brllad Street .U':Hox 640 W~,~tfiel!l, MA 01086 " , . 204 Street Aga,warn'; MAO 1 03 0 ISSUANCE LA'lDSCAPE' , ' DATE: 10-12-11 ITH,hRIZID ALTERATION OF S 1l;:~sj~i;~ilS~~A VIOLA TlON !,; STATE LAW SCALE: RLAPROJ, 100403 DRAWING # C~l_ ' ; " ,'.-., " .' . "~' .. "" . ' i , ' " " " , ;,', GENERAL CONSTRUCTION NOTES: 1. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR OR HIS AUTHORIZED REPRESENTATIVE SHALL CONVENE A PRE-CONSTRUC770N CONFERENCE BETWEEN THE . CITY/TOWN REPRESENTA 77VES; CONSUL 77NG ENGIN££R/tANDSCAPE ARCHITECT, UlILlTY COMPANY REPRESENTATIVES; AND ANY OTHER AFFECTED PARlIES. 2. THE OWNER AND R LEVESOUE ASSOCIA lES, INC. AND/OR THEIR REPRESENT A 77VES, IN . PREPARING THESE PLANS HA VE A TTEMPTED TO LOCA TE ALL EXlS77NG U77LI77ES IN THE PROJECT AREA. HOWEVER, THERE MA Y BE UTlLf77ES THA T WERE NOT OR COULD NOT BE LOCA TEO. UNDERGROUND UTlLI77ES SHOWN ON THE PlANS ARE IN APPROXIMA TE LOCA liONS ONL Y. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCA 770NS ANO ELEVA liONS OF ALL EXISTING UTILI liES BEFORE COMMENCING WORK. THE CONTRACTOR SHALL CALL ALL APPROPRIATE UlILlTY COMPANIES FOR LOCAlIONS OF THEIR UlILllIES A T LEAST 48 HOURS BEFORE COMMENCING EXCA VA 77ON. IN THE EI-f'NT THAT A U77L1TY IS SlTUA TEO SUCH THA T, CONSTRUClION CANNOT PROCEED AS SHOWN ON THE PLANS; THE PROJECT ENGINEER/LANDSCAPE ARCHITECT AND OWNER SHALL BE N077F1ED IMMEDIA TEL Y. J. THE SITE CONTRACTOR IS RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS FAILURE TO LOCA TE AND PRESERVE ANY AND ALL U77LI77ES. 4. CONTRACTOR SHALL PR0ll10E TW SETS OF AS-BUILT DRAWINGS, PRIOR TO FINAL PA )'MENT. AS-BUILT ORA WINGS BY A REGISTERED LANO SURVEYOR SHALL INCLUDE ALL INSTALLED U77LI77ES WITH VEl?TlCAL AND HORIZoNTAL LOCA 770NS AND BE SA llSFACTORY TO THE BUILDING OFFICIAL FOR ISSUANCE OF A CERTIFICATE OF OCCUPANCY. 5. ALL FILL WORK REQUIRED TO BRING THE PROPOSED ROADWA Y UP TO SUB-CRADE ' LEVEL SHALL CONFORM TO MHO SPEClFlCA770NS SEC770N 150 AND SEClION 159-19C, OF TOWN CODE. 6. CONSTRUClION SHALL COMPL Y WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 7. ALL WORK IN THE CITY RIGHT-OF-WAY AND EAS£MENTS SHALL BE IN ACCORDANCE . WITH THE ClTY/TOWN SPECIFlCA770NS AND MASSACHUSETTS DEPARTMENT OF TRANSPORT A liON STANDARD SPECIFICA liONS FOR ROAD AND BRIDGE CONSTRUCTION, . LA TEST EDI77DN. 8. THE CONTRACTOR SHALL GIVE THE CITY/TOWN A MINIMUM OF 48 HDURS NOTICE BEFORE BEGINNING EACH PHASE OF CONSTRUC77ON. 9. CONTRA CTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXlSlING IMPROVEMENTS DURING CONSTRUCllON, SUCH AS; BUT NOT LIMITED TO, DRAINAG£; UlILI77ES; PAVEMENT, STRIPING, CURB. ETC. REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS. , 10. ALL WORK SHALL BE PERFORMED IN CONFORMANCE WITH THE CONDf77ONS OF APPROVAL OUlllNED IN ALL STA TE AND LOCAL PERMITS. COPIES OF THE CONDITIONS ARE INCLUDED WITHIN THE PROJECTS TECHNICAL SPECIFICA 77ONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REIlfEWlNG THIS INFORMA liON PRIOR TO CONSTRUC77ON AND CONFORMING TO THE CONDI77ONS AS REQUIRED DURING CONSTRUC770N. 11. THE GENERAL CONTRACTOR SHALL MAINTAIN THE JOB CLEAR OF TRASH AND DEBRIS. THE WORK AREAS ARE TO BE PICKED UP A T THE END OF EACH WORK DA Y. 12. ANY TEMPORARY FACILITIES FOR THE STORAGE OR PROTEC77ON OF TOOLS, EQUIPMENT OR MA TERIALS SHALL CONFORM TO LOCAL REGULA llONS AND SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY. THESE DOCUMENTS DO NOT INCLUDE THE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. SAFETY, CARE OF ADJACENT PROPER liES DURING CONSTRUClION, AND COMPLIANCE WITH STA TE AND FEDERAL REGULA liONS REGARDING SAFETY SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY. 1J. THE GENERAL CONTRACTQR AND HIS SUBCONTRACTORS SHALL '-1S1T THE SITE AND BECOME FAMILIAR WITH ALL CONDIlIONS PRIOR TO SUBMlmNG HIS PROPOSAL. NO EXTRAS DUE TO UNFAMILIARITY WITH THE EXISTING SITE OR WORKING CONDIlIONS WILL , BE ALLOWED. 14. CONTRACTOR SHALL BE REQUIRro TO PERFORM FINAL CLEANUP CONSIS77NG OF CLEANING THE PROPOSED DRAINAGE AND S£WER SYSTEMS OF ALL DEBRIS PRIOR TO THE ACCEPTANCE BY THE OWIVER. ADDIlIONALL Y, THE PROPOSED ROADWA Y SHALL BE CLEANED AND SWEPT BY THE CONTRACTOR PRIOR TO ACCEPTANCE. 15. ALL EXCA VA TlON SHALL COMPL Y WITH OSHA'S LA TEST STANDARDS. ALL REOUIREMENTS OF OSHA'S EXCAVAlION STANDARDS SHALL BE PROIlfDED BY THE CONTRAC TOR INCLUDING, BUT NOT LIMITED TO, THE PROIlfSION FOR A COMPETENT PERSON ON SITE MANAGER AND ANY REQUIRED DOCUMENT A TlON THA T MA Y REQUIRE CERlIFiCA TlON BY A PROFESSIONAL ENGINEER. THE OWNER, THROUGH ITS ENGlN££R, SHALL EXPRESSL Y NOT PROIl1DE ANY OF THE ABOI-f' REQUIREMENTS DESICNA TED BY OSHA's EXCA VA 770N STANOARD. 16. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE COST OF LA 't1NG OUT ALL ITEMS OF THE WORK BASED ON CERTAIN HORIZONTAL CONTROL AND BENCHMARK SUPPLIED BY THE SURVEYOR OF RECORD. ANY DISCREPANCIES SHALL BE IMMEDIA TEL Y REPORTED TO THE ENGINEER. 17. THE CONTRACTOR SHALL PROIl1DE ALL MATERIALS. LABOR, EQUIPMENT, PERMITS AND APPURTENANCES NECESSARY TO PRO'-1DE A COMPLETE PROJECT AS INDICATED ON THE PLANS AND IN THESE SPECIFICA liONS. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH SITE EXAMINATION IN ORDER TO PREPARE SITE FOR CONSTRUC770N. 19. ANY AND ALL DEMOLISHED TREES; STRUCTURES AND OTHER RUBBLE MA TERIAL PERTAINING TO THIS PROJECT SHALL BE DISPOSED OF BY THE CONTRACTOR OFF-SITE AT HIS EXPENSE IN ACCORDANCE WITH ALL OF THE CITY/TOWN ORDINANCES AND ALL APPLICABLE STA TE AND FEOERAL ENII1RONMENTAL REGULA liONS. 20. ALL PA VEMENT DISTURBED BY THE CONTRACTOR'S OPERA TlONS SHALL BE REPLACED IN ACCORDANCE WITH THE SPECIFICATIONS AND AS SHOWN ON THE ORAWINGS. 21. ALL STREET EXCA VA TlONS SHALL BE COMPLETEL Y CLOSED A T THE END OF EACH WORKING DA Y BY BACKFILLING OR CO I-f'RING WITH S7ffl. PLA TES. , 22. ALL MA TERIA LS AND METHODS ARE TO COMPL Y WITH THE CITY/TOWN DPW STANDARDS OR MASSACHUSETTS HIGHWA Y (WHERE APPLICABLE)' UNLESS OTHERWISE DIRECTED BY THE ENGINEER. ' 2J. PERMITS WILL BE REQUIRED BY CONTRACTOR WHEN WORKING WITHIN OR OCCUPYTNG PUBLIC WA Y. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED WORK PERMits AND MAiNtAiNiNG A COPY OF ALL PERMITS /tiATHR££ 'RINGe/NDii'oR PROJECT BOOK AND ON-SITE A T ALL 77MES. 24. BACKFILL WILL BE PLA CED IN SUCCEss/VE LAYERS NOT MORE THAN llIf'LI-f' INCHES IN THICKNESS AND SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY DETERMINED B Y STANDARD PROCTOR ,TEST (ASTM 698) FOR ALL APPLICABLE TYPES OF BACKFILL MA TERIAL. NO FROZEN MA TERIAL SHALL BE USED AS BACKFILL . IF. IN THE OPINION OF THE ENGINEER OR THE DPW, THE £XCAVATED MATERIAL IS UNSUITABLE, THE ENTIRE MA TERIAL FOR BACKFILLING SHALL CONSIST OF APPROVED GRA VEL OR APPROVED BORROW, AS DIRECTED. AFTER THOROUGH TAMPING AROUND AND BENEATH THE U77L1TY, A SIX-INCH LA YER OF BACKFILL WILL BE THOROUGHLY COMPACTED AS FOLLOWS: IF DR Y, SHALL BE MOISTENED AND THEN COMPACTED WITH MECHANICAL TAMPERS OR BY HAND TAMPERS HA IIfNG A TAMPING FACE NOT EXCEEDING 25 SQUARE INCHES IN AREA. TH£ FINAL llIf'L I-f' INCHES OF FILLING WILL, IN ALL CASES; CONSIST OF APPROI-f'D GRA VEL THOROUGHL Y TAMPED. 25. CONTRACTOR SHALL PR0 ll10E FIELD COMPACTION VERIFICATION U77L1Z1NG ASTM 05195-02, STANDARD TEST METHOD FOR DENSITY OF SOIL &-ROCK IN-PLACE AT DEPTHS BELOW THE SURFACE BY NUCLEAR METHODS. 26. CONTRACTOR SHALL PROIl1DE FI£11) COMPAC77ON RESUL TS TO ENGIN£ER WITHIN 24-HOURS PRIOR TO PLACEMENT OF INFRASTRUCTURE OR BITUMINOUS BINDER. 27. ALL FILL TO BRING PROPOSED ROADWA Y UP TO TH£ SUB-GRADE L£I-f'L SHALL EXTENO PAST THE £DGE OF THE RIGHT-OF-WA Y. A T A 2: 1 SLOPE. THIS IS TO PROIl1DE ADEQUATE SUPPORT FOR THE RIGHT-OF-WAY. LA YOU T NO TES 1. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS FOR EXACT LOCA 770NS AND DIMENSIONS OF VESTIBULES; SLOPE PA '-1NG, SIDEWALKS. EXIT PORCHES; PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCA TlONS. 2. ALL CONSTRUClION IN CITY RIGHT-OF-WA YS AND/OR EASEMENTS SHALL BE IN ACCORDANCE WITH THE ClTY/TOWIV STANDARD SPECIFICA TlONS. J. IN THE EVf:NT OF DISCREPANCIES BEllIf'EN LOCAL SPEC/FICA TlONS AND SITE SPECIFICA liONS; THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 4. SITE CONTRACTOR SHALL REFER TO ARCHITECTURAL DETAILS AND SPECIFICA liONS FOR REQUIREMENTS OF CONSTRUCTION AND JOINT SPACING OF SIDEWALKS; RAMPS, AND CURBING ADJACENT TO BUILDING. 5. SITE CONTRACTOR SHALL PROTECT ALL BENCHMARKS AND PROPERTY MONUMENTAllON AND SHALL REPLACE OR REPAIR, A THIS OWIV EXPENSE, BENCHMARKS AND MONUMENTA TlON DISTURBED DURING CONSTRUClION. 6. SITE CONTRACTOR SHALL PAINT ALL LIGHT POLE BASES; CURBS; FIRE H'rVRANTS, PIPE BOLLARDS SIGN BASES, AND OTHER SITE AND UTILITY APPURTENANCES. CONTRACTOR SHALL PAINT OR REPAINT FIRE LANES Y>HERE REQUIRED BY LOCAL COOE. 7. ALL STRIPING, PA VEMENT MARKINGS. ANO TRAFFIC SIGNAGE SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DE'-1CES, LA TEST EDI77ON, UNLESS OTHERWISE NOTED ON THE PlANS. 8. ALL WORK SHALL COMPL Y WITH FEDERAL. STA TE AND LOCAL CODES AND ORDINANCES INCLUDING BUT NOT LIMITED TO: AASHTO, OSHA, EPA, DE?, MASS HIGHWA Y. AND THE TOWN OF AGAWAM. THE GENERAL CONTRACTOR SHALL APPL Y FOR ALL PERMITS AND SHALL PAY ALL PERMIT RELATED FEES. ALL NECESSARY PERMITS SHALL BE OBTAINED PRJ~ TO 7JJ£ ~TART o.c-~ . 9. ALL DIMENSIONS AND CONDIlIONS SHOWIV ON THE DRAWINGS ARE TO BE I-f'RIFIED BY THE CONTRACTOR. IF FIELD CONDIlIONS VARY SIGNIFICANll Y ENOUGH TO REOUIRE A CHANGE TO THE CONTRACT DOGLIMENTS; THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGfNEER SHALL BE NOTIFIED IMMEDIA T£L Y. 10. THE SITE/GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL CONTACT THE OWNER AND LANDSCAPE ARCHITECT/ENGINEER SHOULD HE FINO ANY CONFLICT OR INCONSISTENCY BEllIf'EN THE WORK SHOWN ON THE DRAWINGS AND NORMAL ACCEPTED CONSTRUClION PRAClICES. OR HE SHALL ASSUME RESPONSIBILITY FOR ALL CORRECllONS. 11. ANY CORREC77ONS REQUIRED FOR RE'-1SIONS TO THE CONTRACT DRAWINGS INIlIATED BY THE GENERAL CONTRACTOR OR SUBCONTRACTORS WITHOUT PRIOR APPROVAL OF THE OWNER AND OR THE LANDSCAPE ARCHITECT/ENGINEER SHALL BE ACCOMPLISHED AT THE CONTRACTORS RISK. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL &-LEGAL DISPOSAL OF ALL MA TERIAL NECESSARY TO PREPARE THE SITE FOR THE NEW CONSTRUClION AS SHOWIV ON THE SITE DRAWINGS. 13. REPAIR DAMAGED CITY/TOWN ROADS AND CURBS IN ACCORDANCE WITH MASS HIGHWA Y AND/OR THE CITY/TOWIV REGULA 77ONS. 14. CONTRACTOR SHALL SAWCUT PAI-f'MENT roGE WHERE PAVEMENT TO REMAIN IS ADJACENT TO PA VEMENT TO BE REMOI-f'D. /5. CONTRACTOR SHALL PREPARE SITE AS NECESSARY FOR CONSTRUCTION SHOWN ON THE PLANS. EARTHWORK NOTES 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONEO THAT THE LOCAllON AND/OR ELEVAlION OF EXISlING U77LIlIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UlILlTY COMPANIES; AND WHERE POSSIBL£, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPL£7E. THE CONTRACTOR MUST CALL THE APPROPRIATE UllLlTY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCA VA liON TO REQUEST EXACT FIELD LOCA liON OF U77LIlIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCA TE ALL EXlSlING UllLIlIES WHICH CONFLICT WITH THE PROPOSED IMPROI-f'MENTS SHOWN ON THE PLANS. 2. ALL CUT OR FILL SLOPES SHALL BE 3.'1 OR FLATTER UNLESS OTHERWISE NOTED. J. STORM PIPE SHALL BE AS NOTED ON PlANS. ~. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIREO AS NEEDED. AND EXlSlING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT ANO OEBRIS. 5. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT INTERVALS. 6. PROPOSED GRADE CONTOUR INTERVALS SHOWIV AT 1 FOOT INTERVALS. 7. IF ANY EXISlING STRUCTURES TO REMAIN ARE DAMAGED OURING CONSTRUClION ;r SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXlSlING STRUCTURE AS NECESSARY TO RETURN IT TO EXIS77NG CONDITIONS OR BETTER. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE SEALED TO ASSURE CONNECTION AT STRUCTURE IS WA TERllGHT. 9. ALL STORM SEWER MANHOLES FRAMES AND GRA TES ARE' TO BE SET EQUAL TO FINISH GRAOES, AND SHALL HA VE TRAFFIC BEARING RING &-COIof'RS (H20). LIDS SHALL BE LABELED "STORM SEWER~ 10. THE CONTRACTOR SHALL ADHERE TO ALL TERMS &-CONDIlIONS AS OUlllNED IN THE STORM WA TER POLLUlION PREVEN770N PLAN. 12. CONTRACTOR SHALL ADJl.JST AND/OR CUT EXISllNG PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CON77NUOUS GRADE. 1J. CONTRACTOR SHALL ASSURE POSI77Vf: DRAINAGE AWAY FROM BUILDINGS FOR ALL NA TURAL AND PA VED AREAS. 14. TOPOGRAPHIC INFORMAllON TAKEN FROM A EXISllNG CONOIllONS PLAN BY R LEI-f'SQUE ASSOCIA TES, INC. IF CONTRACTOR DOES NOT ACCEPT EXISlING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEP77ON, HE SHALL HA VE MADE, A THIS EXPENS£, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURI-f'YOR AND SUBMIT IT TO THE OWNER FOR REIlfEW. ;3, ALL U}jSURFACEi; ARiAS DISTURBED BY GRADING OPERAllON SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPL Y STABILIZA 770N FABRIC TO ALL SLOP£S .JH.'1V OR STEEPER. CONTRACTOR SHALL CRASS DISTURBEO AREAS IN ACCORDANCE WITH THE SPECIFIC A 770NS UNTTL A HEAL THY STANO OF GRASS IS OBTAINED. /6. CONSTRUCTION SHALL COMPlY WITH ALL APPLICABLE COVEl?NING CODES AND BE CONSTRUCTED TO SAME. 17. EARTHWORK FOR ALL BUILDING FOUNDAlIONS AND SLABS SHALL BE IN ACCOROANCE WITH ARCHITECTURAL BUILDING PLANS AND SPECIRCA liONS. 18. IF CONTRACTOR RELOCA TES OR SETS NEW BENCHMARKS, THE VEl?TTCAL ELEVA llONS OF THE BENCHMARKS SHALL BE SET WITHIN A TOLERANCE OF 0.010 FT. ALL FOOlINGS AND FOUNDATIONS FOR PROPOSED STRUCTURES SHALL BE EXCAVATED TO NA77VE SUBORAOE AND COMPACTEO PER ARCHITECTURAL SPECIFICA 770NS. 19. CONTRACTOR SHALL LEAIof' GRADE BEHIND CURB IN ALL PLANTER AREAS A MINIMUM OF 4" LOW FOR THE PLACEMENT OF SUITABLE TOPSOIL OR PLANTING MIX. 20. CONTRACTOR TO SPREAD ON-SITE STOCKPILE TO A 4" DEPTH ON ALL AREAS TO BE SODED/SEEDED AS SHOWN ON LANDSCAPE DRAWINGS. SITE CONTRACTOR FINE GRADE OF INSTALLED TOPSOIL PRIOR TO H'rVROMULCHING BY LANOSCAPE SUB-CONTRACTOR. SITE UTILITY NOTES GENERAL: 1. ALL FILL lolA TERIAL IS TO BE IN PLACE. AND COMPACTED BEFORE INSTALLA 770N OF PROPOSED U llLIlIES. 2. TOPS OF EXISTING MANHOLES SHALL BE SET EQUAL TO FINISH ORADE. IN GRASSED LANDSCAPED AREAS WITH WATER llGHT LIDS. J. ALL CONCRETE ·FOR ENCAS£MENTS SHALL HA VE A MINIMUM 28 OA Y COMPRESSION STRENGTH AT 3000 P.5.1. 4. ORAWINGS 00 NOT PURPORT TO SHOW ALL EXlS77NG U77LIlIES. 5. EXISTTNG U77L1T1ES SHALL BE I-f'RIFIED IN FIELD PRIOR TO INSTALLA TlON OF ANY NEW LINES. 5. PRIOR TO CONSTRUClION OF UlILI77ES REFER TO ARCHITECTURAL INTERIOR PLUMBING DRAWINGS FOR ALL llE-INS. 7. SITE/GENERAL CONTRACTOR IS RESPONSIBLE FOR COMPL'r7NG TO THE SPECIFICA TlONS OF THE LOCAL AUTHORIlIES AT THE CITY WITH REGARD TO MATERIALS AND INSTALLAllON OF THE WA TER AND SEWER LINES; 8. THE CONTRACTOR IS SPECIFICALLY CAUllONED THAT THE LOCAllON ANO/OR ELEVA770N OF EXlSllNG UlILIlIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UlILlTY COMPANIES. AND WHERE POSSIBLE. MEASUREMENTS TAKEN IN THE RELD. THE INFORMA TlON IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CON71?ACTOR MUST CALL THE APPROPRIATE UlILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY £XCA VA 770N TO REQUEST EXACT FIELD LOCA 770N OF I.ITlLlllES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCA TE ALL EXISlING UlILllIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 9. ALL NECESSARY INSP£CllONS AND/OR CERTlFlCA TlONS REQUIRED BY CODES ANO/OR UTILITY SERIlfCE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSS£SSlON AND THE FINAL CONNECTION OF SERIlfCE. 10 CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLA770N REQUIREMENTS AND SPECIFICA liONS. 11. CONTRACTOR SHALL COORDINA TE INSPECTION OF U77LITY LINES WITH APPROPRIA TE AUTHORI77ES PRIOR TO BACKFILLING TRENCHES. 12. CONTRACTOR SHALL COMPL Y WITH THE LA TEST OSHA STANDARDS OR DIRECTIVES OR ANY OTHER AGENCY HA IIfNG JURISDIClION FOR EXCA VA 770N AND TRENCHING PROCEDURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ll-IE DESIGN AND MAINTENANCE OF ALL SUPPORT SYSTEMS; SLOPING. BENCHING. AND OTHER MEANS OF PROTECTION. 1J. CONTRACTOR SHALL COORDINATE INSTALLAllON OF UllL!77ES WITH LOCAL COMPANIES TO AVOID CONFLICTS AND TO ASSURE THAT PROPER DEPTHS ARE ACHIEVED. CONTRACTOR SHALL COORDINA TE WITH LOCAL UlILlTY COMPANIES FOR EXACT LOCA llON AND SCHEDULING OF CONNEC77ONS TO THEIR FA CILl77ES. 14. THE LOCAlION OF EXIS77NG UNDERGROUND U77LITIES ARE SHOWN IN AN APPROXIMATE WA Y ONL Y, DUE TO THE LACK OF AVAILABLE DOCUMENTA TlON. ALL UlIL177ES; INCLUDING CURB BOXES; MA Y NOT BE SHOWN ON THESE DRAWINGS. THE CONTRACTOR SHALL CALL THE 'VIG SAFE CENTER" TO HA VE ALL UTlL177ES MARKED ON TH£ GROUND PRIOR TO TH£ START OF CONSTRUC77ON 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT LOCA TlON OF ALL EXISllNG UllLlllES. THE CONTRACTOR SHALL BE AlLL Y RESPONSIBLE FOR ANY ANO ALL DAMAGES WHICH OCCUR DU£ TO HIS FAILURE TO LOCA TE AND PRESERVE ANY ANO ALL UNDERGROUND UTlL177ES. 16. 00 NOT INTERRUPT EXISllNG UllLlllES WITHOUT AUTHORIZATION FROM THE OWNER. OWNERS OF ADJACENT PROPER liES, ANO THE CORRESPONDING UlILlTY OWNER. CONTRACTOR SHALL ARRANGE TO SHUT OFF UlILl77ES, AS REQUIRED, WITH THE U77L1TY OWNERS. 17. COORDINA TE U77L1TY TERUINA TlON WITH UTILITY OWNERS. SEWER: I. SANITARY SEWER MAINS AND LA lERALS SHALL BE PIiV PIPE CONFORMING TO ASTM 0 JOJ4-S0RJ5. THE MINIMUM SIZE FOR SEWER MAINS SHAL BE 8:' SEWER LATERALS SHALL BE 4" MIN. 2. ALL SANITARY S£WERS, S£WER FORCE MAINS; AND S£WER LA TERALS SHALL BE INSTALLED IN FIRST-CLASS BEDDING AND IN ACCORDANCE WITH THE DEPARTMENT OF PUBLIC WORKS SPECIFICA TlONS. SEWERS SHALL BE INSTALLED TO THE LINE AND GRADE INDICA TEO ON THE PLANS. J. ONLY PRECAST CONCRETE MANHOLES OF A DESIGN APPROI-f'D BY THE TOWN ENGINEER SHALL BE INSTALLED ON A SANITARY SEWER MAIN. 4. NO GROUNOWATER OR SURFACE WATER SHALL BE OISCHARGED INTO THE SANITARY SEWER. 5. WHERE ROCK IS ENCOUNTER£[), IT SHALL BE REMOVED TO A DEPTH OF ONE FOOT BELOW THE FLOitUN£ OF THE SEWER AND THE PIPE LAID IN A PROPERL Y COMPACTED GRANULAR MA TERIAL APPROI-f'D BY TH£ TOWN ENGINEER. 5. ONL Y GRANULAR MA TERIAL APPROI-f'D BY THE TOWN ENCINEERSHALL BE USED AS BACKFILL IN ANY TRENCH EXCA VA 77ON. 7. ALL SANITARY SEWER MANHOLE INI-f'RTS ARE TO BE BRICK AS SHOWN IN THE TOWN OF AGA WAM SEWER MANHDLE D£TAIL. WATER: 1. CONTRACTOR SHALL CONTACT THE CITY WA TER RESOURCE DEPARTMENT FOR SPECIFICATIONS ANO MAK£ OF VALVES, VALVE BOXES, FIRE H'rVRANTS ANO ALL OTHER WA TER LINE APPURTENANCES. 2. WA TER LINE TESlING AND STERILIZA liON SHALL BE PERFORMED IN ACCORDANCE SI TE UTILI TY NO TES (CON TlNUED) 8. THE INSTALLED WA TER MAIN SHALL BE PRESSURE TESTED, FLUSHED AND DISINFECTED BY CONTRACTOR IN ACCORDANCE WITH AWWA C-600 AND AWWA C-651 OR PER CITY OF WESmELD WA TER DEPARTMENT STANDARDS. 9. DUCTILE IRON PIPES SHALL BE INSTALLED IN ACCORDANCE WITH AWWA C-5DO. 10. ALL MECHANICAL JOINTS ARE TO BE RESTRAINED. FlmNGS SHALL BE RESTRAINED BY MECHANICAL JOINT RESTRAINTS. THE PIPE CONNECTED TO THE Flm NG SHALL BE RESTRAINED PER THE RESTRAINT SCHEDULE. (SEE DETAIL SHEETS) 11. THE CONTRACTOR SHALL MARK THE LOCA liON OF THE PROPOSED WA TER MA IN AT LEAST 48 HOURS PRIOR TO EXCA VA liNG. EXCA VA llON SHALL NOT PROCEED WITHOUT AUTHORIZAlION BY THE ENGINEER. 12. ALL WA TER MAINS, H'rVRANT BRANCHES; AND SER II1CES SHALL HA VE UlILlTY WARNING TAPE. THE TAPE SHALL BE BURIED APPROXIMA TEL Y 2 FEET BELOW FINISHED GRADE. 1J. BACKFILL SHALL BE COMPACTED TO 95 PERCENT OF THE STANDARD PROCTOR DENSITY AS DETERMINED BY ASTM 0698. COMPACTION EQUIPMENT USED MUST BE SPECIRCALLY DESIGNED FOR COMPACTION. TAMPING WITH THE BACK OF THE BACK HOE BUCKET IS UNACCEPTABLE COMPAClION. 14. ALL WA TER SERIlfCES SHALL BE ,. DIA. COPPER TUBING TYPE K, SOFT TEMPER CONFORMING TO ASTM B88 UNLESS OTHERWISE NOTEO. 15. DEPRESS WA TER MAIN UNDER EXlS77NG SERII1CES AND H'rVRANT BRANCHES TO MAINTAIN 5'-0" OF COVER. 16. ALL U(.4 ~R MAINS' SJ.lALl Be L .... ID A.,. LC'.AST ""N (10) Fli'ET HOf?I;?ONTA'-l. Y FROM EXISTING OR PROPOSEO SANITARY SEWER. DISTANCE SHALL BE MEASURED EDGE TO EDGE. 17. IDENTIFY EACH PIPE LENGTH &-FlmNG CLEARL Y WITH MANUFACTURE'S NAME &- TRADEMARK. NOMINAL PIPE SIZE &-lolA TERIAL DESIGNA TlON. 18. ALL WA TER MAINS ct SERIlfCE PIPES SHALL BE LAID IN A TRENCH SEPARA TE FROM ANY OTHER UTILITY (GAS; ELECTRIC, TELEPHONE, ETC.) SHALL BE A MINIMUM NO LESS THAN FlI-f' (5) FEET FROM ANOTHER UTILITY. 19. ALL MATERIAL SHALL BE IN ACCORDANCE WI TH CITY/TOWN WATER RESOURCE DEPARTMENT "RULES ct REGULA 1I0NS~ ALL WORK TO BE PERFORMED IN ACCORDANCE WITH CITY/TOWN WA TER RESOURCE DEPARTMENT "SPECIRCA lIONS~ CITY/TOWN WA TER RESOURCE DEPARTMENT STANDARDS SHALL TAKE PREC£DENCE OVER ANY REOUIREMENTS LISTED ABOl-£ WITH LOCAL DPW SPEClFlCA liONS AND WA TER DISTRIBUllON SYSTEM. CONTRACTOR SHALL COORDINA TE TES77NG WITH THE CITY WA TER OEPARTMENT. J. ALL WATER MAIN SHALL BE DUC77LE IRON (0.1.), CLASS 52, AWWA C-151 (ANSI A21.40). 0.1. PIPE SHALL BE DOUBLE CEMENT LINED WITH A SEAL COAT CONFORMING TO AWWA C-104 (ANSI A-21.4). 4. JtJINf§ f:tJl? al. plp£ SHALL B£ PUS ii-oN OR ofHERiMSE APPRoVtiJ. A WiiiA i3iSi(ANSi A-21.51) WITH GASKETS CONFORMING TO AWWA C-111 (ANSI A-21.11) MAXIMUM LENGTH OF PIPE TO BE 20 L.F. 5. ALL FlmNGS SHALL BE DUCTILE IRON CLASS 53 WITH PRESSURE RA TlNG OF 350 PSI AND MECHANICAL JOINTS CONFORMING TO AWWA C-151 (ANSI A21.51). 6. RETAINER GLANDS.' RETAINER CLANDS SHALL BE DESIGNED TO IMPART MUL77PLE WEDGING AC770N AGAINST THE PIPE. INCREASE ITS RESISTANCE AS THE PRESSURE INCREASES. CLANOS SHALL BE MANUFACTURED OF DUC77LE IRON CONFORMING TO ASTM A536-80. RESTRAINING DEII1C£S SHALL BE DUClILE IRON HEAT-TREATED TO A MINIMUM HARNESS OF .J70 BHN. TWIST-Off NUTS SHALL BE USED TO INSURE PROPER ACTUA TlNG OF ll-IE RETAINER GLAND. DIMENSIONS OF THE GLAND SHALL BE SUCH THA T IT CAN BE USED WITH THE STANDARD MECHANICAL JOINT BELL ANO TEE-HEADED BOLTS CONFORMING to ANSI,/AWWA A21.1 AND ANSVWWA 15.J/A21.5. THE RETAINER GLAND SHALL HAVE A WORKING PRESSURE OF 250 PSI WITH A MINIMUM SAFETY FACTOR OF 2:/ AND SHALL BE'GERTlFlED BY THE MANUFACTURER TO BE COMPATIBLE WITH THE PIPE CLASS AND PIPE MANUFACTURER FOR ALL SIZES PROIl1DED ON THE JOB. THE RETAINER GLAND SHALL BE MEGA-LUG AS MANUFACTURED EBAA IRON. INC., OR APPROVED EOUAL. 7. ALL WATER MAINS; UNLESS OTHERWISE NOTEO, SHALL BE INSTALLED WITH A MINIMUM FlI-f' FEET OF COVER. WHEN CROSSING ABOVE OR BELOW WA TER PIPELINES, A MINIMUM VERlICAL SEPARA770N OF SIX INCHES SHALL BE PROIl1DED. WHEN CROSSING SANITARY SEWERS, A MINIMUM OF 18" SHALL BE PROIlfDED. PERMITTING I r 11 R LE,rF,s4[)UE j\SS:OGIA Land SUlrvef~n.g, Site Design, Landscape: Planning, Permitting ph: fax: 413.5680986 Bri1,ad Street Box 640 We'\tfiell~, MA 01086 00 ~ ~. ~ 0 ..--.- I z -..:C Z = 0 : 0 ,......... U 0) ~; U ~; § ~ U i ~ ..... d ~l .-M 8 ~; 0 ......< ~: " '"d 00 , d 0 00 ·; 0 , U ,......... Z : 0) '. '"d u O i ~ 0) 1 r:/J ~ U ; 0 Po< r-r 0 I-< ~, ~ ~'. 00 ' j I , T Russo ~ ~ ~ ~ en ..:C ~ ..--0) 0) .b r:/) :::: 0) '"d ~ 0 C"l M C"l Construction Corp. 204 Suf;f!i.eld Street A 'MA 01030 ISSUANCE ))Al'o;,· I ; 8·J()'\1 REVISIONS: ' DATE: OF THIS J~'~~:~~~~~~I~~:TION OF M STATE LAW SCALE: I! " NONE' RLA PRO). 100403 DRAWING # ,> ~, • '{; . . ~-' .. ... . , , ) BUILDING SETBACK LINE (TYP.) PROP. BIT. CONCRETE CAPE COD BERM (TYP) 5 , , , {J] -.,. ., . .', . ;.~ , PROPOSED 10,,12' PA 770 (TY? -BLDG. 1 &-2) [lJ PROPOSED BITUMINOUS [£iJ CONCRETE ACCESS OR/Iff: (STREET TYPE:LANE) (TYP.) W PROPOSED BITUMINOUS ~ CONCRETE DRIVEWA Y (TYP.) 19,101 PROPOSED ACCESSIBLE 05 PARKING SPACE &:-SlGNAGE __ I [Q] "!-~ , ~ ~~5 ~80RDERING VEGETAl£D:::---:: '" , ~' WET~ ~'Bu!Lf)ING SETBACK LINE (TYP.), .... -----~---'-\ , PROP. 10,,12' DECK (UNITS A, B. &-C) , -- NO ON-STREET PARKING SIGN W BREAK BERM [@ (J DRIIff:WA Y.S' t:~~PARKING SPACE IN DRIV£, TYP. (70'.<20' STALL SHOWN) / " @] I " [] PROPOSED CONCRETE [Z] SIDEWALK (TYPICAL) [NJ PROPOSED GRANITE TRANS1770N W CURB AT GRANITE/BIT. CONC. ~ CURB JUNC770N PROPOSED H'CAP m RAMP &:-CROSS WALK ~ (TYP) ! 'i/ / / ------ ..... _~---MHB ~~:;..--OPPOSITE SIll. I I Y +30.00 If ~77~r~;--::-~,,4~-__ PROPOSED CORRUGA TEO ~~~~~f-t.~~~:::::::~~~~~ ISLAND CONCRETE (. / PROPOSED STOP SIGN &:-BAR PROPOSED GRANITE CURB W ALONG NEW ACCESS ROAD [NJ (PER TOWN OF AGAWAM REQUIREMENTS) PROP. CONDOMINIUM m COMMUNITY SIGN ~ -- :.~ ..... :: .. PROPOSED ACCESSIBLE 19, 101 PARKING SPACE &:-SIGNAGE 05 BREAK BERM W (J DRIIff:WA YS ~ r--=-....; (TYPICAL) 1-- r-~-.< . " .. -- I , , r---r+-...-~I Icl " ~ J1' r:---:: .. N---J r '. . ---: ~ 1':./ J ..... •. PRIVA TF SEWER EASEM£i.;Y---. / (SEE LA YOUT NOTE 5) Y SNOW REMOVAL EASEMENT / '" ~ (SEE LAYOUT NOTF 5) / ~ ~ ~ ------ ,... , ~ , I I ; , I ;' I I COMMUNITY MAILBOX AS PER POSTMASTFR NO ON-STREET PARKING SIGN PROPOSED 10'x12' PA 770 (rY? -BLDG. J) PROTECT EXIS77NG LAYOUT NOTES: 1. SITE CONTRACTOR SHALL REFER TO SHEET C-I, C-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA 770N REGARDING SITE LA YOUT. 2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMA770N CONTAINED IN OTHER SHEETS WITH SITE INFORMA 770N SHOWN HEREIN. 3. PRIOR TO SUBMIT77NG THEIR BID FOR CONSTRUC770N, THE SITE CONTRACTOR SHALL COMMUNICA TE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE SAID SPECIFICA 770NS WITH THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITF CONTRACTOR FAIL TO COMMUNICA TF ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESUL 77NG FROM SAID DISCREPANCY. 4. ONCE DRAINAGE SY.S'TFM IS INSTALLED AND FVNC770NlNG, R LEVESOUE ASS'OCIA TFS, INC. (RLA) WILL CONDUCT POST CONSTRUC770N ANALY.S'IS OF THE DRAINAGE SY.S'TFM DURING ACTUAL STORM EVENTS TO DETFRMINE THE FVNC770NALITY OF THE INSTALLED DRAINAGE SY.S'TFM DURING SAID EIff:NT5. SHOULD THE DRAINACE SY.S'TFM NOT FVNC770N AS DESIGNED UNDER REAL WORLD COND1770NS RLA WILL RECOMMEND ADJUSTMENTS TO THE DRAINAGE SY.S'TFM TO BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. 5. SEE PLANS FOR 260 GARDEN STREET PREPARED BY R LEVESQUE ASSOCIA TES, INC. FOR EASEMENT DESCRIP 770N . . ~:~~~LJ--f--7~t--_-SITE CONTRACTOR TO ~~~:j~_::=_~~~ _ _ _ 'I PIN/MONUMENTS (TYP.) ~o_~:-;;;:---''':;:r~; -\ I I I f :1 \1 !! I \ SITE INFORMA TlON FOR DEVELOPMENT - NOTES: 1. PROPERTY LINES SHOWN HEREON ARE BASED UPON A PLAN OF LAND BY R L£lff:SQUE ASS'OCIATFS, INC, DATED JUNE 16, 20m RECORDED IN HAMPDEN CQUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114. 2. THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCA TFD BY R LEVESQUE ASSOCIA TFS, INC. IN SPRING OF 2010. 3. THE PREMISES SHOWN HEREON, lolA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISE5. THE LOCA 770N AND EX7ENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SlJRIff:Y. 4 CONTOUR nEVA 770NS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOCIA TES, INC. DURING THE SPRING OF 2010. 5. THE ELEVA 770NS SHOWN HEREON ARE BASED ON THE NGVD 7929 DA TUM. TFMPORARY BENCH MARK TOP OF HYDRANT SPINDLE, ELEVA770N 193.59. 6. THE UNDERGROUND U77LI77ES SHOWN HAIff: BEEN LOCAlEf) FROM FIELD SURVEY INFORMA77ON AND EXIS71NG ORA WlNG5. THE SURIff:YOR MAKES NO GUARANTFE THA T THE UNDERGROUND U77LI77ES SHOWN COMPRISE ALL SUCH U77LI77ES IN THE AREA, OTHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOR WARRANT THA T THE UNDERGROUND U77LI77ES SHOWN ARE IN THE EXACT LOCA 770N INDICA TED AL THOUGH HE DOES CER77FY THA T THEY ARE LOCATFD AS ACCURATELY AS POSSIBLE FROM INFORMA770N AVAILABLE: THE SURI£YOR HAS NOT PHY.S'ICALLY LOCATED THE UNDERGROUND U71LI77E5. (PLEASE CONTACT DIGSAFE PRIOR TO CONSTRUCllON @ 1-800-344-7233). CONTRACTOR SHALL ALSO N077FY LOCAL U77LITY COMPANIES TO MARK APPLICABLE U77L!l1E5. \\ \ '" , --f---l 'I' I j ......... ,~ ... MH8 OPPOSITE I I I ~TA JQ'!F2,4 f I if I a 1"--,- I J ,r i J II {28.~N(jGE f:.A~~Itff:NT LINE OIST(jNCE BEARING L1 285 00' S 07'01'26" E L2 ~ S 82·5ti'.J4" W L3 230.03' N 07'07'26'W L4 Qt!"flfL N 29'01 '55" E ZONE SEWER WATFR 17EM MINIMUM LOT AREA MINIMUM ROAD FRONTAGE MINIMIIM FRONT YARD SETBACK MINIMUM SIDE YARD SETBACK MINIMUM REAR YARD SETBACK MAXIMUM BUILDING HEIGHT MAXIMUM BUILDING COIff:RAGE PARKING REQUIRED (2/UNIT) MINIMUM SPACE BETMEN STRUCTURES MAXIMUM DWELLING UNITS RESIDENCE A-3 TOWN OF AGAWAM TOiW OF AGAWAM REOUIRED PROV1DED 2 ACRES 6.5 ACRES'!: 150' 444':1: 40' 41':1: 40' 40.8':1: 4D' 364':1: 2 J7':1: 40X <12:1: 72 SPACES 91 SPACES 40' 8/ACRE (52) ~5.5/ACR£ (36) PERMITTING Land Site Design, Landscape' Planning. Envirdnm<llltBl Permitting . (' ph: 413.5~809~5 fax: 413:5680986 . " i'i 2!) Br~ad Street P.O/Box 640 I " Westfield, MA 01086 .\' T :Russo Construction Corp. F 204:Suffield Street l'g'~ w<mv' MA 0 1 030 8·30-11 DATE: SPACF: LOI=~I B~))<M REVS. 10-12-11 ~D~[~f:E~~A~LTERATION OF IS A VIOLATION OF STATE LAW RLA PROJ. 100403 DRAWING # ... ., ,. / / ...... , ... , ........... ,~ \.' / / / / \. TEST PIT #01 0-7" 7-16" 16-26" 26-104" LS LS LS LS DEBRIS PILES TO BE REMOvED \ ! , i ! I 10,-q, ;/ "\ ! ""-.... '-.,' •• 1-i \ I \ ; \ \ I , I \ \ , I ~ TEST PIT #02 0-8" 8-20" 20-30" LS LS LS LS 2.5: 1 \ WETLAN D ::::-.::: ~ TEST PIT #03 0_8" 8-31" 31-40" 40-108" LS LS LS LS 35'-15" ADS TEST PIT #04 LS 16-38" " LS 38"-110" LS/SL I 3: 1 - TEST PIT #05 0-9" 9-32" 32-120" LS LS S SHGW=NONE OBSERVED SHGW=NONE OBSERVED SHGW=NONE OBSERVED SHGW=NONE OBSERVED SHGW=NONE OBSERVED TEST PIT LEGEND LS SL S SHGW LOAMY SAND SANDY LOAM SANDS SEASONAL HIGH GROUND WATER Y-174,SO Y (1S" ADS)-174,2S Y-174, BOTTOM STONE-173.00 BOTTOM CUL TEC-174.00 SLY OVRFLW-175.2S ---1 .... ,--- " \ "" ~ TP12 \ \ \ TEST PIT #06 0-6" 6-10" 10-42" 42-120" LS LS S S SHGW=NONE OBSERVED \ "'O,I,~ \ \ \ \ \ \ \-+ \ TPll \ \: , , ) / I I I ! \ / l --- LOW /_--. ----- MHB OPPOSITE STA. Jf,·+3CtOO / / ..- 193.85 93.75 , ,....,-,~9#3,40~=--~,93.98 / .' / ~ @ ~tl tl / ~q ~_"~; /f / 194-.00 / rr-::::,..__ I /193. 61 193,25 • I I / , / / / I I / I I / i / CURB RAMP & CROSSWALK GRADING DETIAL 11 ' = 20' CREA TE HIGH POINT IN ENTRANCE DRIVE TO KEEP STORMWA TER IN IBM \ \ ) MH RIM: 193.30 TRANSnlON FROM GRANITE TO 81T, CURBING RIM,191.14- INV,: 1B1.70 185. Ox NW'LY-f8o.fO s'L Y (15" ADS)-179,85 ---_ .. --_ .. ------BOTTOM STONE-178.65 BO TTOM CUL TEC-179. 65 SLY OVERFLOW-18o..1S 94'-15" ADS x Y-180..28 Y-180.18 lev" OF SPIN[)!£ if '(I), EtI'-l:4 JION=19,j69 Ii (~~ va 1{/29 ACCESSIBLITt NOTES f, ALL ACCESSIBLE ROUTES TO PROPOSED BUILDING, INCLUDING ALL ENTRANCES TO BUILDING, SHALL ADHERE TO 521 CMR. 2. SHOULD THE ARCHITECT PRo.VlDE ADDITIONAL EN17?ANCES OR MEANS OF EGRESS, ADDITIONAL ACCESSIBLE ROUTES MA Y BE REQUIRED. 3. IT IS THE RESPo.NSIBLITY OF THE CON17?ACTOR TO NOTIFY THE ENGINEER AND LANDSCAPE ARCHITECT OF ANY CHANGES TO THE PROPOSED BUILDING, THA T WOULD AFFECT THE ACCESSIBLITY REQUIREMENTS OF THE PROPDSED SIT£. 4, THE CON17?ACTOR SHALL REVIEW IN DETAIL THE REQUIREMENTS OF 521 CMR AND SHALL BE RESPONlSLBE FOR CONFORMANCE WITH SAID REGULA TlONS. GRADING NOTES: I. SITE CONTRACTOR SHALL REFER TO SHEET C-1, C-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA TlON REGARDING GRADING, ORAINAG£; UTILITIES & EROSION CONTROL 2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH GRADING, DRAINAG£; UTILITIES & EROSION CONTROL INFORMA TlON SHOWN HEREIN. 3. PRIOR TO SUBMITTING A BID FOR CONSTRUCTION, THE SITE CONTRACmp SHALL COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE S,1!D SPECIRCA 110NS WITH THE PROJECT PRDPONENT, LANDSCAPE ARCHITECT/ENGINEER, SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESUL TlNG FROM SAID DISCREPANCY. 4. FOR PROPOSED STRUCTURES DETAILS SEE DETAILS SHEETS. 5. PROVIDE SIL T SOCK TO CA TCH BASIN RIM, TYPICAL. 6. CON17?ACTOR TO PROVIDE SANITARY SEWER CLEANOUT AT BENDS IN PIPING AS WELL AS FOR EVERY fOO FT. OF LATERAL 7. CONTRACTOR TO CONFIRM EXISTING SANITARY SEWER MAIN IN ROAD MA TERIAL PRIOR TO CONSTRUCTION. 8. ONCE DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONING R LEVESQUE ASSOCIATES, INC. (RLA) WILL CONDUCT POST CONSTRUCTION ANAL YSIS OF THE DRAINAGE SYSTEM DURING ACTUAL STORM EVENTS TO DETERMINE THE FUNCTIONALITY OF THE INSTALLED DRAINAGE SYSTEM DURING SAID EVENTS. SHOULD THE DRAINAGE SYSTEM NOT FUNCTION AS DESIGNED UNDER REAL WORLD CONDITIONS RLA WILL RECOMMEND ADJUSTMENTS TO THE DRAINAGE SYSTEM TO BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. 9. ON-SITE SOIL CONDITIONS FOR ALL SUBSURFACE STORMWATER SYSTEMS MUST BE EVALUATED AND CONRRMED BY DESIGN ENGINEER PRIOR TO CONS17?UCTION. fO, OWNER AND CONTRACTOR ARE HEREBY MADE AWARE OF THE FACT THA T THE FOUNDA TlONS FOR BUILDINGS NO, 4 AND 5 WILL REQUIRE THE CONSUL TA TlON OF A S17?UCTURAL AND/OR GEOTECHNICAL ENGINEER. 11. ON-SITE SOIL CONDITIONS FOR ALL SUBSURFACE STORMWATER SYSTEMS MUST BE EVALUA TED AND CONRRMED BY DESIGN ENGINEER PRIOR TO CONS17?UCTION. f2, CONTRACTOR TO PROVIDE CLEANOUTS A T EACH BEND FOR THE PROPOSED ROOF DRAIN PIPES. f3. CONTRACTOR TO PROVIDE 4" DIA, PERFORATED PVC PIPE AROUND NEW BUILDING FOUNDA TlON, SEE DETAIL #6/03. f4. ALL SIDEWALKS SHALL HA VE A 1% MINIMUM SLOPE. f5. ALL UNDERGROUND PIPING CONNECTING ROOF LEADERS SHALL BE 8" DIA, PVC WITH A MINIMUM 1% SLOPE. NOTES: f, PROPERTY LiNES SHo.WN HEREON ARE BASED UPON A PLAN o.F LAND BY R LEVESQUE ASSOCIA TES, INC, DA TED JUNf 16, ;1}11}, RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114. 2, THE WETLANDS SHo.WN HEREON WERE FLAGGED AND LOCATED BY R LEVESQUE' ASSOCIATES, INC. IN SPRING OF 2010. 3. THE PRE'MISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES. THE LOCA 770N AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. 4 Co.NTOUR ELEVA Tlo.NS SHOWN HEREo.N ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOCIA TE5, INC, DURING THE SPRING OF 2010. 5. THE ELEVA 110NS SHOWN HEREON ARE BASED ON THE NGVD 1929 DATUM, TEMPORARY BENCH MARK To.P OF HYDRANT SPINDL£; ELEVA 770N 193. 59. 6. THE UNDERGROUND UTlLI1lES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGRo.UND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOR WARRANT THA T THE UNDERGROUND U77LITIES SHOWN ARE IN THE EXACT LOCATION INDICA TED AL THo.UGH HE DOES CERTIFY THA T THEY ARE LOCA TED AS ACCURA TEL Y AS POSSIBLE FROM INFORMA TlON A VAILABLE. THE SURVEYOR HAS NOT PHYSICALL Y LOCA TED THE UNDERGRo.UND Ul1LI1lE'S. (PLEASE CONTACT DIGSAFE PRIOR TO CONSTRUCTION @ f-800-344-7233) CONTRACTOR SHALL ALSO. NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE U77LI1lES. PERMITTING R LEVESQUE AS:S04:::IA,TES, INC Land Snrveying, Site Design, Landscape Architecture, Planning, Envir"nm6*tal Pennitting • , ph: 413.568098;; fax: 413.5680986 ; .. , 29 BrUad Street P.01fBox 640 Westfielli, MA 01086 rlaland.com 204' ,",u:meiU Street Ag1~WElI1i, MA 01030 8-30-11 LEVEL DATE: ADDED/ 10-12-11 REVS. I ALTERATlON OF , THIS IS A VIOLATION 01' MASSACHUSETTS STATE LAW SCALE: 1" 30'-0" I' 'l ,1F===1I" I i5'0 F ==9'1"5' 30' NORTH ~ RLA PROJ, 100403 DRAWh"lG# . . 'C!4"O " / ' .. ' " .: > ..' .. ;., , '. ..... , . \ \ \ ./ ./ ./ ./ 179.0;1; S'LY-f73.50 BOT. TANK-169.25 Iff71 .' " S'LY-173.50 BOT. TANK-169.25 .,....-'~---+-....,... ~ 4107 ___ _ <:::::----+-'l. 125'-FM. 182.3:1: Y-176.50 BOT. TANK -172. 25 22-1' &- II-!,' BENDS ----- 8")(8")(6" TEE &, VAL'.'E m [@ --1-1---'I I-----i--- - VIEW -, , I I / / RIM: 192.53 !NV.:'82.28 MH RIM: 193.30 / .... ~ f.JI--t;r5.:.-·· .. -7t~---.-TRANSITION mOM I I I I I TBM GF(ANITE TO 8i T. CURBiNG RIM: 192.66 RIM: 191.14 INV.: 181 .70 MH[! OPPOSiTe. 5Th . .30+77.2.4 TOP OF SPINDLE: 1f'ID. ELEVA T!ON=79J.69 N. C. kD 7929 £'L Y-182.30 W'LY-182.30 Ni Y-f82.20 .---... UTILITY NO TE5. I. SITE CON77?ACTOR SHALL REFER TO SHEET C-I, C-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA TlON REGARDING UTILITIES. 2. IT SHALL BE THE SITE CON77?ACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH UTILITY INFORMA TlON SHOWN HEREIN. 3. ALL SITE UTILITIES ARE TO ADHERE TO THE TOWN OF AGAWAM:5' DESIGN SPEClFlCA TlONS FOR EACH UTILITY. IT IS THE CON77?ACTORS RESPONSIBILITY TO ACQUIRE THE CURRENT TOWN OF AGAWAM SPECIFICA TlONS FOR EACH UTILITY. 4. PRIOR TO SUBMlmNG THEIR BID FOR CONS77?UCTlON, THE SITE CON77?ACTOR SHALL COMMUNICATE ANY OISCREPANCIES BETWEEN THE PROPOSED OESIGN ANO THE SAID SPECIFICATIONS WITH THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE Sill CON77?ACTOR FAIL TO COMMUNICA TE ANY DISCREPANCIES, HE/SHE SHALL Be RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCRePANCY. 5. THE UTILITY AND GAS LINES SHOWN HEREON ARE CONCEPTUAL • ONL Y AND SHALL BE DESIGNeD BY LOCAL UTILITY COMPANIES PRIOR TO CONS77?UCTION. CON77?ACTOR TAKE NOTICE OF THe FACT THAT THE EXISTING WATER MAIN IN GARDEN 577?EET IS OF ASBESTOS CeMENT CONS77?UCTlON, INSTALLATION WILL RFQUIRe THe ABATEMENT OF ANY SECTION OF EXISTING MAIN TO BE REMO'.'ED. ..... ... ... ·-kH B ..... =-::.---OPPOSrrF. ST. SW'LY-183.61 S'L Y-183.6f £'L Y-f83.5f 34+30.QO FOR ORA IIITY SEWER PIPING, CON77?ACTOR TO PROVIDE SANITARY SEWER CLEANOUT A T BENDS IN PIPING AS WEll AS FOR e'.'ERY 100 FT. OF LA TERAL. NOTFS: I. PROPERTY LINES HEREON ARE BASED UPON A PLAN OF LAND BY DURKEE, WHITE, TOWNE &, CHAPDELANE, DA TEO JUL Y 20 1998 . RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 319, PAGE 43- 2. THE WETLANDS SHOWN HEREIN WERE FLAGGED AND LOCATED BY R LE'.'ESQUE ASSQCIA TES, INC. IN SPRING OF 2010. 3. THE PREMISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES. lHE LOCA T10N AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT lHE SUBJECT OF THIS SUR'.'EY. 4 CONTOUR FLEVATIONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SUR'.'EY PERFORMED BY R LE'.'ESQUE ASSOCIA TES, INC. DURING lHE SPRING OF 2010. 5. THE ELEVA liONS SHOWN HEREON ARE BASED ON THE NGIID 1929 DATUM. 6. UNDERGROUND UT1L1TY LOCAT10NS SHOWN HEREON ARE BASED UPON SURFACE FEA TURES AS LOCA TEO BY SUR'.'EY DONE R LE'.'ESQUE ASSOCIA TES, INC AND A VAILABLE RECORD DA TA, AND ARE APPROXIMA 1£ ACTUAL LOCA TlONS SHOULD BE '.'ERiFIED WITH THE APPROPRIA TE UTlLlTY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO CONSTRUCTION. 7. ADDITIONAL INFORMA T10N FOR THE WA TER AND SEWER LINES SHOWN HEREON ARE FROM PLAN TlTl.ED ·CONCEPT SITE PLAN N. 2" BY ASSOCIATED BUILDERS, INC" DA TEO 7-14-2003. PERMITTING \ \ 1 SUlrvefin.g, Site Design, Lanl~S~:fr:~:,~t~~it~el(ctu re, Planning, Permitting ph: fax: 413.5680986 Hr,!!aaStreet 'r .'JH'Ull640 Wes'tfiel~,MA 01086 c , I ! , , , , , T Russo :22~0~4~~;~~~~ Street A • MA 01030 ISSlIANCE 8-30-11 REVISIONS: ADD'L. TI 5' RLAPROJ. DRAWING # ALTli:RAT[ON OF [S A V[OLAT[ON OF STATE LAW c-s . " j 1 ~. • .. .. " .. \ I \ " --( I , , SIZE 2-2.5" CAL. 2-2.5" CAL. 2-2.5" CAL. 2-2.5" CAL. 2-2.5" CAL. 6-8'HT. 6-7' HT. 6-7'HT. \ \ \ MULCH PLANTING BED (T>'PICAL) RHODEDENDRON NpJMN (2~-30' Hr.) PJM RHODODENDRON PJM COMMON BOXWOOD ( 18-2~' Hr.) BUXUS MICROPHYLLA CUL TVARS SEMPERVIRENS ASSORTED PERENNIALS--t-:~ PACHYSANDRA TERMINALIS (8" OC.)-4i! JAPANESE SPURGE ,....,--:----" 0 ,---.-.-.-." .. "~ .,. ,0. 0 " . I I '0 o . , .t>," 'A .. ,.. ' [(r=~f-----D;~~~ BLUE SPRUCE (5-6' HT.) ;, PICEA PUNGENS GLOBOSA I I ~J~AN'DS(~AE EDGING TO BE APPROVED BY LANDSCAPE ARCHITECT li'?HC)[)£l)EMORCW 'PJM" (2~-30" HT,) PJM RHODODENDRON PJM TERMINALIS (8" OC.) JAPANESE SPURGE COMMON BOXWOOD ( t8-2~· Hr.) BUXUS !.IICROPHYLLA CULTVARS SEMPERVIRENS LANDSCAPE NOTES' t. SITE CONTRACTOR SHALL REFER TO SHEET C-t, C-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA TlON REGARDING LANDSCAPING. 2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH LANDSCAPE INFDRMA TlDN SHOWN HEREIN. 3. ALL SITE PLANTINGS ARE TO MEET OR EXCEED THE MINIMUM SPEClFlCA TlONS DETAILED IN THE AFOREMENTIONED NOTES IT IS THE CONTRACTORS RESPONSIBILITY TO ACQUIRE THE SPECIFICA TlONS FOR EACH INDIVIDUAL PLANTING. 4. THE LANDSCAPE PLANTING SCHEME SHOWN REPRESENTS THE MINIMUM NECESSAIIY TO FULFILL THE INTENTION OF THESE PLANS ADDITIONAL PLANTING WILL BE REQUIRED TO SELECTIVEL Y FILL VOIDS LANDSCAPE ARCHITECT RESERVES THE RIGHT, SHOULD IT BE REQUIRED BY FIELD CONDITIONS, 10 UPWARDL Y MODIFY THE PLANT QUANTITIES LANDSCAPE EDGING TO BE APPROVED-----+-----t .. """'-~ BY LANDSCAPE ARCHITECT NOTE: FOUNDA TlON PLANTINGS TO BE SPECIFIED LANDSCAPE CONTRACTOR AND APPROVED BY LANDSCAPED ARCHITECT PRIOR TO INSTALLA liON 5. PRIOR SUBMITTING THEIR BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICA TE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND SAID SPECIFICA TlONS WITH THE PROJECT PROPONENT, LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICA TE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESUL TlNG FROM SAID DISCREPANCY 6. LANDSCAPE CONTRACTOR SHALL HA VE EXCA VA TING CONTRACTOR MARK ALL UNDERGROUND UTILITIES AND AS )If"LL DIG SAFE SITE PRIOR TO ANY PLANTINGS LANDSCAPE CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND PROJECT PROPONENT IF ANY CONFLICTS ARISE AND STOP ALL WORK UNTIL CONFLICT IS RESOL VED. TYPICAL FOUNDATION PLANTINGS 7. IRRIGA TlON SYSTEM LIMITS FOR LAWN AREA TO BE DETERMINED BY OWNER. 1" -20' .- PPOSED TREE LINE (T>'P) \ \ \ \ \ \ \ \ B. ONCE DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONING, R LEVESQUE ASSOCIA TES, INC. (RLA) WILL CONDUCT A POST-CONSTRUCTION ANAL YSIS OF THE DRAINAGE SYSTEM DURING ACWAL STORM EVENTS TO DETERMINE THE FUNCTIONALITY OF THE INSTALLED DRAINAGE SYSTEM DURING SAID EVENTS. SHOULD THE DRAINAGE SYSTEM NOT FUNCTION AS DESIGNED UNDER REAL WORLD PROPOSED FOUNDATION PLANTINGS EX/STING TREES &-SHRUBS TO CONDIllONS RLA WILL RECOMMEND ADJUSTMENTS TO THE DRAINAGE TO BE APPROVED BY LANDSCAPE REMAIN, CONlFACTOR SHALL SYSTEM TO BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. ARCHITECT IN FIELD (T'/P) REMOVE ANY SJ:/iSH7'OE,yz TREES,~ ~ 9. ALL PLANTINGS MUST BE MAtNTAINED AND THAT PORTION OF THE AND/OR DEBRIS AS REQUIR£U7 PUBLIC WA Y ABUTTING THE PARCEL AND INCLUDING THE TREEBELT "\ ALONG THE 15' BUFFER STRIP SHALL BE MAINTAINED IN A SAFE AND A TTRACTIVE CONDITION BY ----;":.\ - -~ - ----- ----+ -~-----==-"'C:::::::::=--__ -_-./':""'~);' OWNER OF THE PARCEL. I i , ~ I " I ~ t \ T~\ \ \ I II I , I / \ ) I fJ;-"'~~r~:~'-,,71~----_"TRANSITJON FWlM I i , j i Ij} I, ' GRAWI'E TO BIT. CURBING HIM: 192.511 MHB OPPOSITE STA. 30+77.24 .. MH ,"', ,4:' «> / , / RlM: 1 S~:).~$Q -.... ............... MH8 -~ .... OPPOSITE ST,,~, .54+50.00 SITE LlGHlING SHOWN FOR REFERENCE PURPOSES (T'/P.) NOlES: 1. PROPERTY LiNES SHOWN HEREON ARE BASED UPON A PLAN OF LAND BY R LEVESQUE ASSOCIA TES, INC, DA TEO JUNE 16, 2010. fffCDNDfD IN tlAMfJDfN CDUNT'f Jf[fjfslTtf Of DfWs fJLAN DODI( 358, PAGE /14. 2. THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCA TED BY R LEVESQUE ASSOCIA lES, INC. IN SPRING OF 2010. 3. THE PREMISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES THE LOCA liON AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY 4 CONTOUR ELEVATIONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOCIATES, INC. DURING THE SPRING OF 2010. 5. THE ELEVA liONS SHOWN HEREON ARE BASED ON THE NGVD 1929 DA WM. TEMPORARY BENCH MARK TOP OF HYDRANT SPINDLE. ELEVA TlON 193. 69. 6. THE UNDERGROUND UTlLIllES SHOWN HA VE BEEN LOCA TED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UlILITIES SHOWN COMPRISE All SUCH UTllIlIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOR WARRANT THAT THE UNOERGROUNO UTILITIES SHOWN ARE IN THE EXACT LOCA TlON INDICA TED AL THOUGH HE DOES CERlIFY THA T THEY ARE LOCA TED AS ACCURA TEL Y AS POSSIBLE FROM INFORMA liON A VAILABLE. THE SURVEYOR HAS NOT PHYSICALL Y LOCA lED THE UNDERGROUND UTlLI7IE5. (PLEASE CONTACT DIGSAFE PRIOR TO CONSTRUClION @ 1-800-344-7233). CONTRACTOR SHALL ALSO NOllFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UlILlTlE5. PERMITTING R LEVESQUE )\SSOCIATES, INC Land SurveYing, Site Design, J.. • Landscap~'Arc~itecture, Plannmg, ph: Environme;ntal Permitting " I fax: 413.5680986 T Russo 204. Street Ag:lwalIlW. MA 01030 ISSUANCE nA1rF.·j·. 8-30-11 In-:vrSTONS: ' DATE: AS PER 10-12-11, tlUJ",>", I UN.A.U1rHC)R['~¢PALTERAT[ON OF RLA PROJ. DRAWlNG#' 18 A VIOLATION OF STATE LAW C-6 - , CALCULATION SUMMARY AREA NAME DIMENSIONS Ma Ie Wew Commons 589,,83 x 604,,30 Ft LUMINAIRE SCHEDULE TYP SYMBOL DESCRIPTION AAL f50PSMH SA3 (f) NAN PRMN-f50PSMH-H3 AREA SU¥t!ARY SCHEDULE AREA NAME 10 DIMENSIONS Maple vI'ew Commons OUT 589.83 x 604,,30 Ft \ -""" " ~ ... -------_ ... "lJ :z o , ) _L_~ \ \ , , , GRID TYPE PTS SPAC GROUP MAX MIN MAX 'MIN A >£ IN Ground H-H 588 70.00 <+> 0.60 5.82 0.00 N'A N'A LAMP LUMENS MOUNTING 'ALLAST LLF OTY (1) 12600 14FT POLE 0.70 6 LUMS <ASMS> WATTS SQ FT OTY <.SA3> (6) 0.00 1 --~l=-----~~;;-~~~£W.!s -.....,...-- ---- ---- ---- ---- ---- ---- ---- ---- --TJI ur I .<=> !==> g+ g+ Or--';,-_ I I I [LDINt NO.1 I I .'t ,'"'0 I --i-..f.! f I I / I I ---...... ...-------- ILLUMINA TION NO TES; 1. SITE CONTRACTOR SHALL REFER TO SHEET C-f, C-2, DETAIL SHEETS ANO REMAINING PLAN SET FOR INFORMA TION REGARDING SITE UGHTING. 2. SITE LIGHTING SHALL CONFORM TO ALL APPLICABLE TOWN ORDINANCES NOTES THE ARCHITECTURAL BUILDING FOOTPRINTS SHOWN HEREON ARE BASED UPON PLANS BY SIEGmlED PORTH ARCHITECT DA TEO APRIL 18, 2011. ANY SUBSEQUENT PLANS OR REVISIONS HA VE NOT BEEN INCORPORA TED UNLESS EXPRESSL Y STA TEO IN THE REVISION BLOCK. " PROPERTY LiNES SHOWN HEREON ARE BASED UPON A PLAN OF LAND BY R LEVESQUE AssotlA If§, INC, 8,4 ff8 JUNE 18, 2010. RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114. 2. THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCA TEO BY R LEVESOUE ASSOCIA TES, INC. IN SPRING OF 2010. 3. THE PREMISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PREMISES. THE LOCATION AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. -'I CONTOUR ELEVA TlONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOCIA TES, INC. DURING THE SPRING OF 2010. 5. THE ELEVA TlONS SHOWN HEREON ARE BASED ON THE NGVO 1929 DA TUM. TEMPORARY BENCH MARK TOP OF H'fl)RANT SPINDLE, ELEVA TlON 193. 69. 6. THE UNDERGROUND UTILITIES SHOWN HA VE BEEN LOCA TEO FROM AELD SURVEY INFORMA TlON AND EXISTING DRA WINGS. THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOR WARRANT THAT THE UNOERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCA TlON INDICA TED ALTHOUGH HE DOES CERTIFY THA T THEY ARE LOCA TED AS ACCURA TEL Y AS POSSIBLE FROM INFORMA TlON A VAILABLE. THE SURVEYOR HAS NOT PHYSICALL Y LOCA TED THE UNDERGROUND U71LITIES. (PLEASE CONTACT DIGSAFE PRIOR TO CONSTRUCTION @ 1-800-344-7233). CONTRACTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UTlLIl7ES. PERMITTING " '\ " R LEVESQUE i\SSOCIATES, INC Land Surveying, Site Design, Landscape Arcl:litecture, Planning, Envlronm~"ntal Permitting ph: 413.56809~5 fax: 413.5680986 29 Brpad Street P.O.' Box 640 W c~tfiel)l, MA 01086 ~ : rlal~nd.com , \I " , q T Russo Construction Corp. 204 Suffield Street Agawam, MA 01030 ISSUANCE 8~30~11 REVISIONS: . , DATE: ~S~~;:~~r.~A~:LTERAT[ON OF [S A VIOLATION OF STATE LAW I RLAPROJ. DRAWING # 0-.7. , , . ' , , - ','. I . ,. .' > ',: /" .. '!', ,', \ : ) I .. -\,<-\ 00 PROPOSca '" --,,-- " INSTALL SILT SOCKS IN CA TCH W BASIN RIMS (T'rP) [Q!] l ! \. \ \ \. \ \ i \ , , , \ \ \ \ 'it \. ---'::... " APPL Y EROSION CONTROL BLANKET AFTER GRADING'" SEEDING (USE NORTH AMeRICAN GReEN OR eQUAL) PROPOSeD HA Y BALe CHECK I ;41 DAM (Ty?) ---_. if---- ----- ----- ---_~ __ JL_J/ '''''''''---".....,.,-... ~ \ I p \ ): C) ·4 &, / / il: I ------ / / ------ -:::::---MHB -=,-OPF>OS\TE STA, \ \ \ \ ~ \ T~ \ \ I FROM GRANITE TO 8iT. CURBiNG RIM: 192.66 31;·+30.00 PROPOSEJ) CONSTRUCllON I 05 1 eNTRANCe 4 PROPOSED HA Y BALE m CHeCK DAM (Ty?) [Q!] H~{;(I-f-j~j'--~···-It~---··~R:~'M~H: 191,14 flrU~ i INV.: 181.70 I II I' II " J I i! I \ '/ U MH8 OPPOSITE '{HA, ;!9!n;?4 INSTALL SIL T SOCKS IN CA TCH I 541 BASIN RIMS (TYP) 30.0' x 108.0' -NORTH GREeN NOTES I. PROPeRTY LINeS SHOWN HeReON ARe BASeD UPON A PLAN OF LAND ffY Ii LfVf(irJij£ /j(i§(J£lRTf!i; /NE /21'. TfB dYNf 1§; £(]!e ReCONf)ED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PACl.' 114. 2. THl.' WE TL ANDS SHOWN HeReON WeRe FLAGGED AND LOCATED BY R LEVESQUE ASSOCIA Te5, ING. IN SPRING QF 2010 J THE PREMISES SHOWN HEREON, MA Y BE SUBJECT TO RIGHTS AND EA SEMt-N IS AS CONTAINED IN THE VARIOUS DEEDS OF i?ECORD DESCRIBING SAID PREMISES. THE LOCA TlON AND EXTENT OF SAID RIGHTS AND CASEMENTS ARE NOT THE SUBJECT OF TrilS SURVEr: 4 CONTOUi? £lEVA TIONS SHOWN HEReON ARE BASED ON A TOPOCRAPHIC SURVEY PERFORMED BY R LeVESQUE ASSOCIA TES; INC. DUi?ING THE SPRING OF 2010. 5. THE £lEVA TIONS SHOWN HEREON ARe BASED ON THE NGVO 1929 DA TUM. TEMPORAi?Y BeNCH MARK TOP OF HYDi?ANT SPINDL£, ELEVA TlON 19369 6. lHE UNDERGROUND UTILiTIES Sf/OWN HA VE BEEN LOCA TEO FROM Fl£lD SURVEY ""FORMA TlON AND EXISTING Di?A ItINGS THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERCROUND UTILiTIES SHOWN COMP/?/SE AU SUCH UIlLiTIES IN THe AREA, EITHER IN SERVICE QR ABANDONED. lHE SURVeYOR FURTHeR DOES NOR WARRANT lHA T THE UNDERGROUND UTILiTIeS SHOWN ARE /N lHE EXACT LOCA TlON INDICA TEO ALTHOUGH He DOES CERTIFY THA T THEY ARE LOCA TEO AS ACCVRA TEL Y AS POSSIBLl.' FROM INFORMA TION A VA/LABLE THE SURVEYOR HAS NOT PHYSICALL Y LOCATED THE UNDERCi?OUND UllLlTIES (PLEASE CONTACT DICSAFE PRIOR TO CONSTRUCTION @ 1-800-341-7233) CONTRACTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIeS TO MARK APPLICABLE UTILiTIES. PERMITTING R LEVESQUE j\".SSC)CIIA INC Land Surv"Ylr'g, Site Design, Land;scapeAr,chiteclture, Planning, Enviramnei,tal Permitting pb: fax: 413.5680986 29 Br,~ad Street VVd~;fi~It.;~ 640 MA 01086 i: T Russo Construction Cor...Q._ 204: Str~et A,,:owfun',' MA 01030 ISSUAACE 8-30-]1 " REVISIONS: PHASES ,~D,,~~4',"'n LO,I\l. I· I DATE: 10-12-11 1I~A~;~;1~~~~; ALTERATION OF THIS IS A VIOLATION OF MASS;'CH ,""".,..,..~ STATE LAW RLAPROJ .. 100403 DRAWING # . C-8 ., • " :. ~ -;. >c ··,:A. STORMCEPTOR FRAME AND COI£R . " 72"16 VARIES ,.--"":::I:l 55" MIN. S To///.IClP T< INSElIT -----:1r----,.l,. IIILET IlEJR i 6"1 t -ORIFf, PLATE I I -ORC¥' TEE INLET PIPE .. ,'. • -.'C· -. 0//71£T 6"~ OIL PORT ~ -1 8 ' •. : 8' ~.r .• --~-.. -.-.. ~.-.•• -.~.7 .. ~.~.~.---" . . ' , • SEcnClV lIfRU CHAJI8£R 2,(,'9 e"g ORIFICe 01/ TLET, PLA TE'~ __ ..,.....P._YPE ACCESS OPENING 6'9 OIL PORT (SEE NOTE'#2)' PlAN !1t7t' "',: ,.' o//llET CUL TE'C REl7HAIRG"R', CHAMBER .... . ;. . .. , . . . ~:. -' ........ ' ,. . .::-,. " . ....... . {-2" WASHED CRUSHeD STONe 95% COMPACTE'D FILL ,... ' ... , ,'" ' ,'" .. '. . ' . .., . ... .. ' : ..... ' , ... 4 Oz. NON-WOVEN FlLTE'R FABRIC AROUND STONE (TOP AND SIDES) R-280: 26.5" {.O' • 'f .. . ,-. • ... •• " ._. h ••• :. CUL TEC RECHARGER 280 SPECIDCA [IONS GENERAl. CUUEC RECHARGER 280HO CHAM8ERS ARE DESIGNED FOR UNOERGROUND STORMWATER MANAGEMENT. THE CHAMBERS MA Y BE USED FOR RETENnoN. RECHARGING. 0ETEN7l0N OR CONTROLLING lHE FLOW OF ON-SITE STORMWATER RUNOFF. CHAMBER PARAMETERS I. lHE CHAM8E.'RS WILL BE IlANUFACTURED BY CULTEC, INC. OF BRDOKFIELD, CT. (2D3-775-4416 OR 1-8oo-428-5832) 2. lHE CHAMBER WILL BE VACUUM THERMOFORMED OF BLACK HIGH MOLECULAR WEIGHT HIGH DENSITY POL rETH'(L£NE (HMWHDPEj. J. THE CHAMBER WILL BE ARCHED IN SHAPE 4. THE CHAMBER WILL BE OPEN-BOTTOMED. 5. lHE CHAMBER WILL BE JOINED USING AN INTERLOCKING OVERlAPPING RIB M£lHOD. CONNECTIONS MUST BE FULLY SHOULDERED OVERlAPPING RIBS. HAVING NO SEPARATE COUPliNGS OR SEPARATE ENO WALLS. 6. lHE NOMINAL CHAMBER OIMENSIONS OF THE CULTEC RECHARGER? 28OHO SHALL BE 26.5 INCHES (573 MM) TALL. 47 INCHES (1194 MM) WIOE ANO 8 FEET (2.44 M) LONG. THE INSTALLEO LENGTH OF A JOINEO RECHARGER? 280HD SHALL BE 7 FEET (2.13 M). 7. MAXIMUM INLET OPENING ON THE CHAMBER ENOWALL IS 18 INCHES (450 1.11.1). 8. THE CHAM8E.'R WILL HAVE TWO SIDE POR","LS TO ACCEPT CULTEC HVL V FC-24 FE£O CONNECTORS TO CREATE AN INTERNAL MANIFOLD. THE NOMINAL DIMENSIONS OF EACH SlOE PORW, WILL BE 12 INCHES (305 MAl) HIGH BY 12 INCHES (305 MM) WIDE MAXIAlUAI ALLOWABLE PIPE SIZE IN THE SlOE PORTAL IS 10 INCHES (250 1.11.1). 9. lHE NOAlINAL CHAM8E.'R OIAlENSIONS OF THE CULTEC HVLV FC-24 FEEO CONNECTOR SHALL BE 12 INCHES (305 MM) W,L. 15 INCHES (406 MM) WIOE AND 24.2 INCHES (614 AIM) LONG . 10. THE NOMINAL STORAGE VOLUME OF THE RECHARGER 280HD CHAMBER WILL BE 6.079 Fr3/ FT (0.565 MJ / 1.1) -WITHOUT STONE THE NOMINAL STORAGE VOLUME OF A JOINED RECHARGER 280HO SHALL BE 42.55.] FT3 / UNIT (f.205 1.13 / UNIT) -WITHOUT STONE II. THE NOAlINAL STORAGE VOLUME OF lHE HVLV FC-24 FEED CONNECTOR WILL BE 0.913 FT3 / FT (0.085 M3 / AI) -WITHOUT STONE. 12. THE RECHARGER 280HO CHAMBER WILL HA VE EIGHTY-TWO OISCHARGE HOLES BORED INTO THE SlOEWALLS OF lHE UNIT's CORE TO PROMOTE LATERAL CONVCOWCE OF WATER . IJ. THE RECHARGER 280HO CHAM8E.'R SHALL HAVE 15 CORRUGA170NS. NOTES: ., .. ,,' . ...-. .,-. •••• ,. : ••• ::~ •• : ••• J •••• -•• .. .. ..... < ... :;.: .. , .. ;~.: .... ' -.... . . " :. . -.... ' .,. -"., : .:-:, .,'," .... : '. 1.(.. THE ENOWALL DF THE CHAM8E.'R. WHEN PRESENT, WILL BE AN INTEGRAl. PART OF THE CON7lNUOUSLY FORMED UNIT. SEPARA TE END PLA TES CANNOT BE USED WITH THIS UNIT. I. 1/1[ USE OF flEXIBLE CONNECTION IS RECOI.I/.IENLJEl} AT 1/1[ INLET ANO o//lLET //HERE APPllCABLi; 2. lifE COV£R SJ!O/JI.{) OE POSInClVEl} OVER THE 0//1IET IJROP PIPE ANJJ 1/1[ at. PmT. J lifE STOIII.IClPTOR SYSllJ.IlSPfIOTEClllJ OY ONE OR /.lORE OF 1/1[ raLOIIING u.s. PA lfNTS.· 14985118, /5498JJ1, /5725760. /5753T15, /5849{81, /6!J68ltf5, /6J7f5!JO. ~ CClVTACT A CClVCRETE PIPE O/IITS/ClV REPR£SEJITA nlf FOR RJl/lJIEJI DETAIlS NOT USlllJ ClV !HIS 0IIII6 028 . ': .,~ . . \ .. : .. , :,.: .. ' ..... .... ',". ,.,. 12.0--t--i--- TYP. AT SIDES AND ENDS OF UNITS ... ' . ' .. 52" ...... . \: , .. .... :" '. ,.' .;.. .': .. ' .... '.. , ... '. ; .. , : .. . ·2 .. 52" O.c. J • '\' -.; . ~ . . , NA 77VE MA TeRIAL (TO BE APPROVED BY ENGINEER) 15. THE RECHARGER 280RHO STANO ALONE UNIT MUST BE FORMED AS A WHOLE CHAM8ER HAVING TWO FlJLLY FORMED INTEGRAL ENDWALLS AND HA VlNG NO SEPARATE END PLATES OR SEPARATE END WALLS. 16. lHE RECHARGER 280SHD S","RTER UNIT AlUST BE FORMED AS A WHOLE CHAMBER HAVING ONE FULLY FORMED INTEGRAL ENDWALl AND ONE PARTIALL Y FORMED INTEGRAL ENDWALL WITH A LOWER TRANSFER OPENING DF 9 INCHES (229 MM) HIGH X J5 INCHES (889 MM) WlOE 17. THE RECHARGER 280lHD INTERMEDIATE UNIT MUST BE FORMED AS A WHOLE CHAMBER HAVING ONE FlJLL Y OPEN ENOWALL AND ONE PAR17ALL Y FORMED INTEGRAL ENOWALL WITH A LOWER TRANSFER OPENING OF 9 INCHES (229 1.11.1) HIGH X 35 INCHES (B89 MM) WIDE I STC-900 STORMCEPTOR DETAIL . . .-2 CULTEC RECHARGER TYPICAL CROSS SECTION 18. lHE RECHARGER 280EHO END UNfT MUST BE FORMED AS A WHOLE CHAMBER HAVING ONE FlJLLY FORMED INTEGRAL ENOWALL AND ONE FULLY OPEN END WALL AND HAVING NO SEPARATE ENO PLATES OR END WALLS: NO SCAlE I -2 INCH DIA. WASHeD, CRUSHED STONe CUL TEC RECHARGER HEA VY-OUTY CHAMBER o o o 3 (900 US GALLClV C4!'AClrrj " ' PAVEMENT 4 oz. NON-WOVEN FlL TER FABRIC AROUND STONe NO SCALE H-20 RATE'D CAST IRON INSPEC110N PORT WITH RISER o o 95% . COMPACTE'D FILL o o o 0 o " e " .. 0 o o 0 o o 00000",,0000000 CUL TEC NO. 20L POL YETHYLENE LINeR AND CONCRETE' COLLAR (TYPICAL) '- 000000 .. .. ., .. .. .. .: ';::. NA TlVf MA TD?/Al 120" MIN R-280: 26.5" {2.0" [305 mmJ (TYP.) (TO BE APPROI£D BY eNGINEER) CULTEC TYPICAL ROW AND PORT DETAIL 8- -1 ' !\ ~ '" Y t:J /' ~ <l:: i s:: I ~ ~ ..... "I i---PIIV BOOY '- J--- ~ CAST IRON GRATE SUITABLE COMPACTED BACKFILL ~WA TER 17GHT PTER . - ADA --- V PA VEMENT SUBBASE 19. THE HVLV FC-24 FEED CONNECTOR MUST BE FORMEO AS A WHOLE CHAMBER HAVING TWO OPEN END WALLS AND HA VlNG NO SEPARA TE END PLA TES OR SEPARA TE END WALLS. THE UNIT WILL FIT INTO THE SIDE POfffALS OF THE RECHARGER 280HO ANO ACT AS CROSS FEED CONNEC170NS. 20. CHAMBERS MUST HA~ HORIZONTAL STIFFENING FlEX REDUCTION STEPS BETWEEN THE RIBS. 21. THE CHAM8E.'R WILL BE DESIGNED TO WlTHS","ND MSHTO H-25 LOAD RATING WHEN INSTALLED ACCORDING TO CULTEC's RECOMMENOEO INSTAllATION INSTRUC170NS. 22. HEAVY DUTY UNITS ARE DESIGNATED BY A COlORED STRIPE FORMED INTO THE PART ALONG THE LENGlH OF THE CHAMBER. 2J. THE CHAM8E.'R WILL HAVE A RAISED INTEGRAL CAP AT THE TOP OF THE ARCH IN THE CENTER OF EACH UNIT TO BE I/SEO AS AN OPTIONAl. INSPECTION PORT OR CLEAN-OUT. 2.f.. THE UNITS U4 Y BE TRIMAIED TO CUSTOM LENGTHS BY CUmNG B4CK TO ANY CORRUGA170N. 25. THE CHAMBER SHALL BE MANUI7<CTUREO IN AN IN AN ISO 9001:2000 CER17RED FACIL/~ I ADS NYLOPLAST YARD DRAIN BASIN PERMITTING INC Land SurveVln~, Site Design, L.an~~;::.~~~~:~~~:t~~~~l Planning, Permitting ph: 413.56809$5 fax: 413.5680986 29 Broad Street P.Oi Box 640 We,stfield, MA 01086 ; > , PREPARED .. " T Russo Construction Corp. 204 Suftleld Street Agawam, MA 01030 ISSUANCE I'IA ',,,· g·3!).11 REVISIONS: . DETAIL SCALK ." AS ,,,rIWN!'; , RLA PROJ. 100403 DRAWING # . D-l ;I . . , , DATK 10·12-11 .IF===9~-----------STANDARD MANHOlE FRAME AND COVER . f SEE 2027.1 AND 202.8.1 TO INCLUDE ':5'EM"R'; SEE DETAIL j'X/DX ~---ADJUST TO GRADE WITH NO LESS THAN 6" AND NO MORE THAN 12", 30" 'l---'\--8" MIN. DIAMETER OF CONCRETE BRICK MASONRY. FRAME TO BE SET IN A FULL BED OF MORTAR. 5" MIN. .__----'--.<LA T SLAB TOP FOR rf----------'--~__'I SHALLOW MANHOLES "'+.------- - - -- - -~~. ~---SEAL ALL JOINTS WITH APPROVED ~n5,,* <l:: i< PREFORMED BIT. JOINT FlLLER ~:s:~ C>\,;;.., Il=.l-------MINIMUM 0.12 So. IN. OF STEEL '" til /tt---------fl,\ PER VERTICAL FOOT, PLACED ACCORDING ~<l-. ---TO ASTM SPECIFlCA TlON C 478 ~ 48":rt» DIA. , \oJ SEE JOINT DETAILS BELOW <:>(jj .1 " ",«j y,\2 ~~ .CS ~(iS <:>::!; ~ 'r ~ (oj , - ." ~-+-+------INVERTED ARCH WITH HARD 5" MIN. CLA Y BRICK LAID ON EDGE ---- 6::r:!r:~~~p::::I~rpf-~--SHELF OF STRUCTURE TO BE I' 6" HEADERS LAID fIAT '------=LL..~A-----=""--C+-----BRICK CHIPS OR CRUSHED STONE r1tYO MORrrVi' 5" MIN. t" CLEAR 0.80 OF PIPE DIA. KOR-"N"-SEAL OR EQUAL 13 > ' ~/~. (Z' ~ I 1<>--2" 10 ~/16" 10" 10 3/1S" 10" 1" ! K ',' ·{d . i. ' IlL , I I I /11 1 111/il •• ~J.!:y IlL =====~II·" '! """}' I, ~' ... ." .. '.~' :<l. . ~ .. "> ..•. 1'-0· 1 2'-8 3/4" I 1'-0" I I I I SEC TION A -A 8 d . " .... 'd G .' . .. ~ U .' ,,' , ' » 7 13/16 " 1'-0" 2'-1 3/8" SECTION 8 - 8 CATCH BASIN ALL CATCH BASIN TOPS ARE TO BE LAID LEVEL. DESIGN NOTES: 1. CONCRETE 4000 P.S,I. , 28 DAYS. 2. REINFORCEMENT, #4 RR BAR 2" 5 15/16" 1- lill.....l 1 , '2" MIN f+ t 3" MIN. ~ ~ t:ZJ-L 3, MADE TO STATE AND TOWN SPECIFICATIONS. 4, WEIGHT, APPROX. 1700 LBS. II 1 1 '2" MIN u±1 II 3" MIN J I" CLEAR ,jOiNT DETAILS SECTION A-A FlLL IN VOID BETU£EN SEAL AND BRICKS (UP TO SPRING LINE) -l P 13/16" MIN. SECllON B-B MANHOLE STEP DROP FRONT DESIGN CAST IN WALL DIA. CHANNEL DEP lli :;-DIA. 2 1 STANDARD SANITARY MANHOLE DETAIL (S-I) . <0 NO SCALE ALUMINUM MANHOLE STEP DROP FRONT DESIGN CAST IN WALL SEAL PIPE " "1"·---1 STANDARD MANHOlE FRAME AND COVER TO BE LABELED "DRAIN: SEE DETAIL #Xl/DX BRICKS MA Y BE USED FOR GRADE ADJUSTMENTS FRAME TO BE SET IN FULL BED OF UOR TAR :.:-. __ --MORTAR ALL JOINTS MIN. 0.12 SO. IN. STEEL PER VERTICAL FOOT, PLACED ACCORDING TO AASHTO DESIGNA TlON M199 f -IJ OAI? AI?8UNlJ {}I3fNlNtJs f{)f( PIPfs 18" DIAMETER AND OVER, ," COVER 5, GALVANIZED FRAME AND GRATE .l3 TOP VIEW CATCH BASIN TOP AC-TYPE "C" NO. SCALE (USED W/BIT. CURB) SECTION A-A MANHOLES NOTES: " TAR PAP!,", PORTLAND CEMENT CONCRETE COLLARS N.T,S SECllON c-c GAlES BIT. CONC. TCP COURSE 1. CONCRETE COLLARS ARE NOT REQUIRED FOR TYPE "C' OR "CL" PRECAST CATCH BASINS 2. ALL STRUCruRES ARE TO BE PLATED BEFORE PLACEMENT OF THE FIRST COURSE OF PAVEMENT AND RAISED PROMPTLY AFTERWARDS, 3. ALL RAISED STRUC1URES SHALL HAVE BI1UMINOUS CONCRETE "DOUGHNUTS" PLACED AROUND THEM UNTIL THE FINISH COURSE OF PAVEMENT HAS BEEN COMPLETED. 4 I CONCRETE COLLARS (M-I) 1-+--," C1LAR -S~I.tIN. r O' "IN, r 1 PRECAST UNIT 1-1+--) )f~' ~!!1: CDNNECTlDNS_~:-________ f=~~~ FLODR OF STRUCTURE TO BE HEADERS LAID FLA T 1 1j't" MIN..--+t--l PRO. V1DE "V" OPENINGS PIPE OPENINGS TO BE -----' PRECAST IN RISER SECTION BRICK CHIPS AND MORTAR OR CEMENT CONCRETE CLASS "A" (IF HAND MIXED SEE LA TEST SPECIFICA TlONS) '----'~ INVERTED ARCH WITH BRICKS LAID ON EDGE NOTE: FOR OESCRIPTIONS, MA TERIALS, AND CONSTRUCTlON MElliODS,' SEE LA TEST SPECIFICA TlONS AND FOR STORM MANHOLE COVER DETAIL, SEE AGAWAM DETAIL 0-6. 5 STORM MANHOLE DETAIL{D-l) NO SCALE I--f--," <>.EM JOINT DETAILS -", I I \ I ~I'-----~ BASE DETAilS ~ A n L m I ;., 4'-8 3 4" B~ r-------------.., I I A J TYPE 'A' GRATE L _____________ .J II I '--GAL V1NIZED FRAME &-GRA TE (SEE DETAIL #3 llilS SHEET) I· . .. " .4 .. "<t- '. I " "<t-'. • .. , , , ,. .. r- I I o I ~. I I , I .4 I I 4 I j 0 L - " , 5' -4" " 4 .. " 0 , .. , ..., : • d ~ .. 0 0 " ." -'-~ ~'----- -----,~ l I '.I.~ I F , I I I t • I I- ~ " I J -------------d- " , " .. , • .. , . , . " CA TCH BASIN TYPE "c" CATCH BASIN TOP SHOWN BJ ALL CATCH BASIN TOPS ARE TU t:5t LAIU Lt VtL. REDUCER RISER " " • ~;t" '0 • , · . · . · · , . . .; ... · , " .. , lliE ELiMINA TDR PLAN , .- , .' · ~ :1. .1' ALL JOINTS ARE TO BE -t----MORTARED THEN PARGED __ -f-:'..c , . .' • · '. d, , .,', .. INSIDE AND OUT , . \ ... ' , .. \ . '1 ' .. " . ~': •• • • ·1 • .. • ' . • • , • 5-.' -,·· .. -5 \ 5"-: • 1---5" 3 · .... ., , . • 24" SUMP '. rLl-t--;~ OR SUMP = 4 X PIPE DIA. OR • .... 48" FOR PIPES 1 B" OR LESS . , . " " \ .. , , . ' .. , . . . . '. 24" SUMP OR SUMP = 4 X PIPE DIA, OR 48" FOR PIPES 18" OR LESS • • .. .". .. .. BASE ... WHEN REQUIRED BY THE 4 STORMWATER MANAGEMENT POLICY • ".,4. BASE 4 WHEN REQUiRED BY THE STORMWATER MANAGEM ENT POLICY ." 8" . of~; ._ .: ..... .. " -s 8"-.. -• ",1--+---3' -D"-----j .L..::-....,J.,......,....,~.,.......,.---:-~~.,...J " '. , .· .. ·.4·--;--.. ~ .• ' '~" ..• ,. .'.; .. . I::IJ2.l:f:;. 1-'''':'':'''''-'':-' __ -'--"'.::.., . .:::..... • ...;.'~-. -'.!,.-' ..<1' .:..' -""':'..!''':'' ·~'w'......:.~-4 CA TCH BASIN HOOD SHALL BE OlliE I ELiMINA TOR" OIL &-FLOA TlNG DEBRIS 1--------4' -4"-------TRAP AS MANUFACTURED BY GROUND WA TER RESCUE, INC., QUINCY, MA. TEL SECTION 8-8 617-773-/128. OR APPRDVEO EQUAL BY TOWN ENGINEER. STORM WATER CATCH BASIN DETAIL (D-3) NO SCALE (TYPE "C';! 0,,1-----4' -0"---+---1 · .... , , • 4 , ... .. If " . • , ... .. 5' -4" SECTION A-A -s" PERMITTING " , , ph: fax: 413.5680986 29 Broad Street P.O:Box 640 Westfield, MA 01086 rlaland.com PREPARED FOR: , } . " , . T Russo Construction Corp. ISSUA.'lCE 8·30·11 REVISIONS: : DATE: UNAUTHORTZEOoi\LTERATTON OF nus DOCUMENT is A VIOLATION OF MASSACHUSETTS STATE LAW AS SHOWN" RLA PROJ, NUMBER: 100403 DRAWING # . D-2)::, .·0 • '. ~ .. . ~: " 'i' '. '. . '; COMPACTED GRANULAR ---.::.....~ BACKFILL AS APPRO~D BY THE ENGINEER INITIAL BACKFILL ----+--- SPRING LINE OF PIPE HAUNCHING ----1-__ (SEE NOTE 3) BEDDING ----1--- (SEE NOTE 3) VV'v' ,.. '-.. .. ~. , "'>''; .. !.!Tnlli ~ 6" D/2 D/2 6" a:: ~ ° U LL ° FE CL w o --' « a:: « :::;: I- Z w :::;: 0 w co :::;: w CRUSHED STONE FOUNDATION AS ORDERED BY THE ENGINEER --I Q I . 1'Iln;m] NOTES: 1. THE INSTALLATION OF PIPE SHALL CONFORM TO THE REQUIREMENTS OF ASTM STANDARD D-2321. 2. THE EMBEDMENT MATERIAL SHALL BE 3/4" CRUSHED STONE. 3. USE HAND OR MECHANICAL TAMPING TO COMPACT THE BEDDING AND HAUNCHING. 4. GEOTEXTILE TO BE USED WHERE AND AS DIRECTED BY ENGINEER. , N ~ +N' a::w 1='1-wO :::;:Z «w -w 0v> w~ CL a:: 1 SANITARY & STORM SEWER TRENCH SECTION (M-2) NO SCALE -AGAWAM DETAIL 1.1-2 EROSION CONTROL BLANKET ON UNDISTURBED SOIL GROUND_--£XIS1)1fCi.. --- ------7"~"---::::-:: ---..-_----4" OUTLt:7' LEVeL LlP\ ==-=="'~~----< --------A RIP-RAP 4.0' 1.0' 5.0' GEOTEXTlLE FABRIC LEVEL SPREADER CROSS-SECTION LEVEL SPREADER ELEVA TlON :4' ELEVATION '8' ELEVATION 'c' LS-1 LS-2 LEVEL LIP /" NOTES 7 178.1 164.6 RIP-RAP ;' ;' ;' 177.8 178.J 164.J 164.8 / ~'2' 1.) LEVEL SPREADER SHALL BE INSTALLED WITH A LEVeL INSTRUMENT. CONSTRUCT LEVEL UP TO OX GRADE TO ENSURE UNIFORM SHEET nOw. LEVEL SPREADER SHALL BE CONSTRUCTED ON UNDISTURBED SOIL 2.) CONSTRUCTION OF LEVEL SPREADER SHALL BE FROM UPHILL SIDE ONLY. LEVEL LIP AND AREA BELOW SPREADER SHALL BE AT EXISTING GRADES AND UNDISTURBED BY EARTHWORK OR EQUIPMENT. J.) CONSTRUCT SPREADER WITH LIP AT EXISTING GRADE AS SPECIAED. 4.) DOWNGRADIENT RECEIVING AREA MUST BE NATURALLY WELL VEGETATED. 4 LEVEL SPREADER DETAIL NO SCALE " '., HDPE 1RENCH INSTALLATION DETAIL NOTES: 1. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CON1RACTOR SHAUL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH A fOUNDATION OF CLASS I OR II MATERIAL AS DEFINED IN ASTM D2321, "STANDARD PRACTICE FOR INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRA~TY-FLOW APPLICATIONS," LATEST EDITION; AS AN ALTERNATIVE AND AT THE DISCRETION OF THE ENGINEER, THE 1RENCi; BonOM MAY BE STABILIZED USING A GROUND SURFACE UNDISTURBED EARTH HOPE PIPE~_I FOUNDATlON , .. ...... :",:-:,; --if-+ --it---+-+ W. TRENCH WID TH WOVEN GEOTEXTIUE FABRIC. 2. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III AND INSTALLED AS REQUIRED IN ASTM D2321 , LA TEST EDITION. UNLESS OTHERWISE SPECIFIED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL 8E 6" (150mm). 3. HAUNCHING AND INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III AND INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 4. UNLESS OTHERWISE SPECIFIED BY THE ENGINEER, MINIMUM TRENCH WIDTHS SHALL 8E AS FOLLOWS: FINAL BACKFIUL INITIAL BACKFILL, 6"-12" (150-300mm) ABO~ TOP OF PIPE. HAUNCHING, TO SPRING LINE OF PIPE BEDDING MATERIAL NOMINAL @ . in (mm) 4 (100) 6 (150) B (200) 10 (250) 12 (300) 15 (375) 18 (450) 24 (600) . 30 (750) 36 (900) 42 (1050) 48 (1200) 60 (1500) MIN. RECOMMENDED TRENCH WIDTH In (mm) 21 (530) 23 (580) L!:> (MU) 28 (710) 31 (790) 34 (860) 39 (990) 48 (1220) 66 (1680) 78 (1980) 83 (2110) 89 (2260) 102 (2590) TYPICAl HOPE TRENCH CRQ>S-$£CTlON 5. MINIMUM CO~R: MINIMUM RECOMMENDED DEPTHS OF COVER FOR_ VARIOUS LIVE LOADING CONDITIONS ARE SUMMARIZED IN THE FOLLOWING TABUE. UNLESS OTHERWISE NOTED, ALL DIMENSIONS ARE TAKEN FlROM THE TOP OF PIPE TO THE GROUND SURF ACE. 2 SURFACE LIVE LOADING CONDITION H25 (FLEXIBLE PAVEMENT) H25 (RIGID PAVEMENT) E80 RAILWAY HEAVY CONSTIRUCTION MINIMUM RECOM~NDED COVER in (mm) 12 (300) 12 (300) 24 (61 0) 48 (1220) ·TOP OF PIPE TO BOTTOM OF BITUMINOUS PAVEMENT SECTION HDPE TRENCH INSTALLATION DETAIL NO SCALE RAISED DIAMOND SURFACE DESIGN COVER TO READ "DRAIN" IN 3" HIGH LETTERS COVER TO BE EQUAL TO "LEBARON L26C2" AS APPRO~D BY THE TOWIN ENGINEER 26" t-------"= -------II 24" MANHOLE COVER N.T.S. 202.8.1 26 1/4" I (2) PICK HOLES REQUIRED FRAME TO BE EQUAL (AS APPROVED BY THE TOWIN ENGINEER) TO "LEBARON LK 110A" TOTAL WEIGHT OF FRAME & COVER = 485 LEiS 24" -- 1;] r~J" '"". I 5 RAISED DIAMOND SURFACE DESIGN #4e1 12~ 4' LG. CONTROL JOINT COVER TO READ "SEWER" IN 3" HIGH UETTERS / ONC/TUDINAl SFCT1QN p<ll 12" COMPACT GRANULAR FILL PLACED BETWEEN CONCRETE AND UNDISTURBED EARTH 6' MIN. t1~~~t-Pel 12" CENTER (TYP) P (TYP) SUPPORT PIPE ON I CONCRETE BLOCK SHEETlNGI OPEN CUT I I CROSS SEC7JQN CONCRETE ENCASEMENT DETAIL . NO SCALE NOTES: 1. CONTROL JOINTS AND PIPE JOINTS FOR ENCASEMENT SHALL COINCIDE FOR SPACING. MAX. DISTANCE BETWEEN CONTROL JOINTS SHALL BE 24 FT. 2. REINFORCING STEEL TV BE USEO ONL Y WHEN DEPTH OF COVER FOR TOP SURFACE OF CONCRETE IS 5'-0' OR LESS. J (2) PLCK HOLES REQUIRED COVER TO BE EQUAL TO "LEBARON L32C19" AS APPROVED BY THE TOWN ENGINEER A 35 1/2" I SECTION A-A 24" MA NHOLE FRAME N.T.S. DRAIN MANHOLE FRAME & COVER (D-2) NO SCALE -AGAWAM DETAIL 0 2 WLr:. I 30" MANHOLE COVER N.T.S. 202.8.; FlRAME TO BE EQUAL (AS APPROVED BY THE TOWN ENGINEER) TO "UEBARON LC328" TOTAL WEIGHT OF FRAME & COVER = 551 LBS I~ 32" 3D" 40" SECTION A-A 30" MANHOLE FRAME TYPE 'C' N.T.s. 202.7.1 8" 3/4" n--"'-:::J I 6 SANITARY SEWER FRAME & COVER (S-3) NO SCALE -AGAWAM DETAIL S J PERMITTING Land Surve~lng, Site Design, Lan~~:;dr:;~;:~t:t~~:~~ Planning, Permitting ph: fax; 413.5680986 Brliad Street J'.C~;B()x 640 Westfiel\!., MA 01086 .0 ' .... I <t: -0 ...... rfl · U IJ) 0 ~. s a ~ .. ;:j ~ -<I ..... = ...... M ~i S ~\ 0 ....... " ~ " ~ 00 Q ( = 0 " " , 0 " I U .--< j IJ) , ~ 0 ; a IJ) r:/:J ~ 0 0.. 0 .... ! 0., ;~ PREPARED FOR: 8-30-11 LEVEL SCALE: 204 Suffield Street Ap",wM';·. MA 01030 RLA PROJ. NUMB ElR: 100403 DRAWING # D-3 '. ~ ~ ~ ~ ~ bJ) <t: ~ ~ IJ) IJ) .t:J r:/l = IJ) ~ a 0 N M N 10-1 2·)) " , -- 5'-0" 5'-0" 1/2 TRAVELLED WAY SIDEWALK (1/2 PAVEMENT WIDTH) . I· '. 1/2 TRAVELLED WAY • . HMA BERM rl 1/2" BITUMINOUS CONCRETE TOP COURSE 3 1/2" BITUMINOUS CONCRETE BINDER COURSE PERMANENT TEMPORARY MINIMUM THICKNESS FOR PAVEMENT HOT MIX ASPHALT GRAVEL BASE & GRAVEL SUB-BASE TYPE OF SURFAGE BINDER BASE (iNCHES) DENSE SUB-BASE (iNCHES) STREET BASE COURSE COURSE (INCHES) GRADED CRUSHED (M 1.03.0 TYPE B. 3" (INCHES) (INCHES) STONE (1.4 201.7) MAX.) NA 4.0" 8.0" 4-CEMENT CONe. SIDE (5' C DRIIlEWAYS) 'II/ 6x6 f8 WIN. idA TS WALK 1.50% "'-~O.~ 1:32 • MODIFIED TYPE-~ 1.50::1: SAWCUT EXISTING PAVEMENT\ JACK HAMMER OR SAWCUT j SAWCUT EXISTING PAVEMENT PLACE LANE 1.5" 3.0" 1.5" 3.0" NA 4.0" 8.0" SUBCOLLECTOR 1.5" 2.0" 3.0· 4.0" B.O" SLOPE __ 1: 46 SLOPE 1:46 SLOPE_ ±0.50% -6" LOAM --EDGE FOR TEMP. PAVEMENT 1.5" 2.0" 4.0" 4.0" 10.0" "-~. T I s" PROCESSED GRAVEL .. '. . .:,'",' ELECT .• TEL.. & CATV CONDUIT 30" 1.41'0 COVER . SEE PLAN FOR LOCATION SEE PLAN FOR LOCATION G HDPE SMOOTH WALL STORM DRAIN SEE PLAN FOR LOCATION G • 8 CLASS 52 01 WATERMAIN 5' MIN. COVER 30" MIN. COVER GAS MAIN e SEE PLAN FOR LOCATION .·lZ-·:~~OCESSED GR~VEL BASE COURSE'" . , • COMPA'CTED IN 6" UFTS • . "(FlOWABLE FILL (FULL DEPTH) MAY BE· ':' , " REQ·D· BY rw SUPT). : OR1~~M~~'OFr /~/ / / / /// DISPLACED / / / / // / PAVEMENT GRANULAR MATERIAL COMPACTED IN 12' LIFTS NOTES: COLLECTOR NOTE: THE ABOVE THICKNESS DO NOT APPLY TO INDUSTRIAL PARK ROADS 1. THE MATERIAL TO BE USED FOR THE GRAVEL BASE (THE 4" OF MATERIAL DIRECTLY UNDER THE BINDER COURSE OF PAVING) IS TO BE DENSE GRADED CRUSHED STONE (NOT PROCESSED GRAVEL OR OTHER NATURAL STONE PRODUCT. MHD SPECIFICATION 1.42.01.7. WHICH MUST BE MET. STATES THAT COARSE AGGREGATE (#4 SIEVE AND LARGER) MUST BE CRUSHER RUN. 2. THE UNE. GRADE AND COMPACTION OF THE GRAVEL SUB-BASE (THE B"' LAYER OF GRAVEL BORROVI DIRECTILY UNDER THE DENSE GRADED CRUSHED STONE) MUST BE APPROVED BY ENGINEERING BEFORE THE 4" LAYER OF DENSE GRADED CRUSHED STONE IS PLAGED. IT IS IMPORTANT THAT ENOUGH TIME IS ALLOWED IN THE CONSTRUCTION SCHEDULE SO THAT FIELD DENSITY TESTS CAN BE MADE. 3. GRAVEL SAMPLES FOR THE SUB-BASE AND BASE WILL BE TAKEN BY THE ENGINEERING DIVISION FO R TESTING. THE SAMPUE MUST MEET ITS RESPECTIVE MHD SPECIFICATION AND BE APPROVED BY THE TOWN ENGINEER BEFOR E ANY OF THE GRA VEL CAN BE SPREAD ON-SITE. THE TOWN ENGINEER OR THEIR AGEN T ARE SOLELY RESPONSIBUE FOR CHAIN OF CUSTODY OF ALL SAMPLES; ANY TESTING PERFORMED OUTSIDE OF THE TOWN CHAIN OF CUSTODY WILL NOT BE ACCEPTED. ;-HMA TOP COURSE .. / -12 r:: NOTE: CAPE COD BERM. SEE X/OX 1. TEMPORARY PAVEMENT OVER TRENCHES IN STREET TO REMAIN FOR A MINIMUM OF 60 DAYS. TEMPORARY PAVEMENT 3" BINDER 4. FIELD DENSITY TESTING IS TO BE MADE ON BOTH THE GRAVEL SUB-BASE AND GRAVEL BASE SEPARATELY. THE GRAVEL SUB-BASE IS TO BE TESTED BEFORE THE GRAVEL BASE WILL BE ALLOWED TO BE PLACED. TACK COAT IS REQUIRED BElWEEN AL.L COURSES Of 11101"-' .... ,lD 011 TIle 1-.1 ... BEFORE PLACINC HM" BERM TYPICAL ROADWAY SECTION N.T.S. PER MA HIGHWAY -95% MINIMUM DRY DENSITY COMPACTION BASED ON STANDARD PROCTOR -ALL ROADWAY CONSTRUCTION. y HMA BINDER COURSE 811 11 -8"Gi'iAViB~A~SE~Li=;-;;;;;=--__ .:J--4' DENSE GRADED _8_'_' .::.G.::.RA::.V:.:E:.::L...:S~U:.:B:::-:':B~A~S::E __ -.l __ CRUSHED STONE BASE PROVIDE EXTENSTlON -I3i-OF BINDER & GRAVEL • COURSE IN ONE UFT -COLD PATCH KNOWN AS "QPR" MAYBE USED WHEN TYPE H IS UNAVAILABLE. 2. REMOVE TEMPORARY PAVEMENT AND REPLACE WITH PERMANENT PAVEMENT 5. WHEN THE GRAVEL FOR THE SUB-BASE AND BASE IS SPREAD OUT. IT IS TO BE SPREAD INTO THE SITE STARTIN G AT THE SITE'S ENTRANCE AND WORKING INWAR DS. 6. THE BINDER COURSE OF PAVING CANNOT BE LAID UNTIL THE ENGiNEERI NG DIVISION HAS APPROVED THE GRADE FOR THE ROADWAY AND THE COMPACTION OF THE GRAVEL BASE. MODIFIED PROCTOR IS USED ONLY NEAR BRIDGE ABUTIMENTS & HEAVY DUTY APPLI CATION BASE FOR BERM SUPPORT 3. PAVEMENT THICKNESS TO BE 5" MINIMUt,A, OR GREATER TO MATCH EXISTING CONDITIONS. 7. PRIOR TO INSTALLING THE CURB. THE DEVELOPER SHALL HAVE THE LINES OF THE PROP OSED CURBING LAID OUT WITH RED PAINT OR OTHER MARKING AND THEN NOTIFY ENGINEERING THAT MARKING IS READY FOR INSPECTION. AFTER INSPECTlON. ENGINEERING WILL NOTlFY THE DEVELOPER THAT CURBING IS EITHER READY FOR LAYING DR CORRECTlONS MUST BE MADE TO THE MARKINGS. IN THE LATTER CASE, THE DEVELOPER MUST MAKE THE CORRECTIONS PRIOR TO APPROVAL AND INSTALLATION. TACK COAT IS REQUIRED BEFORE PLACEMENT OF HMA BERMS. 8. PRIOR TO LAYING THE TOP COURSE OF PAVEMENT. AND AFTER THE CURB IS INSTALLED. THE PAVEMENT MUST BE FLOODED SO THAT ENGINEERING CAN OBSERVE AND SURVEY THE GRADES OF BINDER COURSE TO DETECT ANY DISCREPANCIES IN GRADE. THIS INFORMATION MUST BE FURNISHED TO THE PAVING SUBCONTRACTOR BY TH E DEVELOPER SO THAT AN Y NECESSARY SHIMM ING OF THE PAVEMENT CAN BE MADE. ENGINEERING \',ILL CH ECK SHIMS. 1 TYPICAL ROADWAY SECTION ili-2) rMODIFIEDl NO SCALE FILTER FABRIC 5'OC I .' COMPACT TRENCH . " -, ' NOTE$: 10' MINIMUM FROM TOE OF SLOPE 'I FILTER FABRIC SECTION A-A I-Z UJ ~ Q W <D ::::!E w HARDWOOD u STAKE -~ 1. SlL T FENCE IS TO BE INSTA LLED BEFORE ANY LAND DISlURBING AC71VA TES START AT THE CONSTRUC710N SITE -OR-AS DIRECTED IN THE SITE'S EROSION AND SEDIMEN TA 7l0N PLAN. 2. INSPECT SILT FENCE ON WEEKL Y BASIS AND AFTER EACH RAIN ANY DETERIORA TED/OAMAGED SlL T FENCE MUST BE REPLACED IMMEOIA TEL Y. 3. REMOVE SILT FROM FENCE AS NEEDED -OR-MIEN THE SILT HAS ACCUMULATED TO HALF THE ORIGINAL HEIGHT OF THE FENCE. 4. MIEN JOIN INC TWO SEC710NS OF FENCE. ROLL THE END STAKES TOGETHER SUCH THA T THERE IS NO GAP IN THE FENCE. OVERLAPPING FENCE SEC710NS IS NOT AN ACCEPTABLE ALTERNA71VE 4 ...... ' .~>~,.<, . I SILT FENCE (ES-2) 10' MINIMUM FROM TOE OF SLOPE FILTER FABRIC FABRIC MESH TUBE HARD\\ooo STAKE WOOD-CHIP & COMPOS T MIX 4. WHERE PAVEMENT IS CUT 2'-0" OR LESS FROM EDGE OF ROAD. REP A VlNG TO EXTEND TO EDGE OF ROAD. 5. EDGE OF EXISTING PAVEMENT SHALL BE TREATED WITH A TACK COAT PRIOR TO PLACEMENT OF THE PERMANENT PATCH. 9. AS NOTED IN THE SUBDIVISION REGULATIONS AND STANDARD PERFORM ANCE AGREEMENT. THE PRESENCE OF AN INSPECTOR WILL NOT RELIEVE THE DEVELOPER Of HIS OBUGATIONS TO PROVIDE A SATlSFACTORY INSTALLATlON OF ALL FACILITIES WHICH ARE A PART OF THE SUBDIVISION. 10. TACK COAT WILL BE REQUIRED TO BE APPLIED AT A RATE OF 1/20 GAL/SY WHENEVER PLACING HMA OVER EXISTlNG PAVEMENT. OTHERWISE THE TACK COAT SHALL 8E AS SPECIFIED IN SECTION 460.62 OF THE MHO STANDARD SPECIFICATIONS. 6. EXGEPT AS OTHERWISE DIRECTED BY THE D.P.W. SUPT .• THE EDGE OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATED WITH INFRARED EQUIPMENT TO SEAL THE JOINTS. STREET TYPE OF STREET 2 PERMANENT PAVEMENT REPLACEMENT PLAN (B-3) PLACE 1-3/4" TO 3' ANGULAR CRUSHED STONE NO SCALE ~L I I ;.;.:;., ... .<.: ,;.; .. <: .. , ........ ,.>.: ..•. ,;.~ GEOTEX71LE (OP710NAL) NOTES' A 15' MINIMUM SEC710N A-A 50' MINIMUM f-- f-- I-- A_ / '<:( MAINTAIN SIDEWALK THROUGH --" -\ ENTRANCE (IF PRESENT) - - - I I I I I I I I I I I I I 1. EACH SITE ENTRANCE IS TO HA I€ A TEMPORARY CONSTRUC71ON ENTRANCE: 2. STONE IS TO BE I-J/4" TO J' ANGULAR CRUSHED STONE: J. ANY SEDIMENT TRACKED INTO THE ROADWA Y NEEDS TO BE CLEANED IMEADEIn. Y. 4. ADDITlONAL STONE IS TO BE AQOED TO THE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEP TH. 5. ANY SIDEWALK DAMAGEO DURING CONSTRUC170N MUST BE REPLACED AT THE CONTRACTORS/OEVELOPERS EXPENSE: fi. 5IOEWALK MUST IfEMAIN PASSABLE, IF 711[ §lDfWALJ( f}[COJ.J[g UNsAfE Off IMPASSABLE, A TEMPORARY SlDEWALK/ SIDEWALK DETOUR MUST BE PROVIDED • 5 TEMPORARY CONSTRUCTION ENTRANCE (ES-I) NO SCALE -AGAWAM DETAIL ES-1 LANE SUBCOLLECTOR 6 STAPLE OR PIN BLANKET IN ACCORDANCE WITH MANUFACTURERS SPECIFICA 7l0NS COLLECTOR __ tRO'SION CONTROL FABRIC EQUAL TO NORTH AMERICAN GREEN SCI50 OR SI50 AS SPECIFIED ON PLAN SHEETS OR OTHERWISE DIRECTED BY ENCiNEER/ LANDSCAPE ARCHITECT ANCHOR BLANKET IN A TRENCH ALONG THE TOP OF SLOPE BACKFILL &< COMPACT PREPARE SLOPE BEFORE APPL YlNG SLOPE PROTEC710N MA TERIAL: 4' LOAM BORROW de HYDROSEED SLOPE PROTECTION MATERIAL INSTALLATION NO SCALE DUMP STRAP--~;>" ,. (25 mm) REBAR-~-~~-=--_ FOR BAG REMOVAL FROM INLET 2 EACH ~ DUMP STRAPS \ SIL TSA CK----- J DESIGN STANDARDS RIGHT OF WAY WIDTH PAVEMENT WIDTH (FEET) (FEET) 46 26 50 30 60 36 66 40 STREET STANDARDS (H-I) NO SCALE STAKED HA r ---..... SALES SOTTOM OF SWAL£ FLOW -11 r 4' EMSWMENT (MIN.) 2'-0" - SEC liON "A A' 2'-0· .tIJ2Jl:;. POINT "S' SHOULD B£ HIGHER THAN POINT 'A" r-A STAKED HA r BAL£S "A" ElEVA T10N SOTTOM OF SWAL£ I'IOOOEN STAKE 1 1/2" X 1/2" MIN. "',:" 'FL= \1\7> ;: ....., '" .: •. ',,> . '. . .:. ;i':~ ~" .~<.:: :: c/·~ .. m .. """'<,-.",::-",,,,,' "'::"': : .. _:.,_>' ____ -. UNDISTURBED ~ .".<:.":. ':,,,~ ... :'.::.:.: '" .'~.-I -\\iitt-~l--EXPANSiON RESTRAINT [1/4" (6 mm) NYlON ROPE. 2" (51 mm) FLA T WASHERS] 7 IHAY BALE CHECK DAM X-SECTION GROUND COMPACT 'TRENCH IN SWALES OR AREAS OF CONCEN'TRATEO RUNOFF ADD COMPOST/WOOD-CHIP MIX OR PEASTONE ON UPSlOPE 9DE EMBED FLAP 12" DIA FILTER SOCK BY FIL TREXX.(OR EQUAL) INSTALL PER MANUFACruRER'S SPECIFICATIONS 8 EROSION CONTROL-DOUBLE BARRIER NO SCALE -. AGAWAM DETAIL £5-2 &< FILTER SOCK ~ ___ ..JI> • .. . . . • <I' . •• . . 4 ',' • 1-, .,,' ·4 ... , . • '1. 4 .. 9 INLET PROTECTION SEDIMENT FILTER SACK NO SCALE PERMITTING R LEVESQUE A.SSOCIATES, INC Land S~rve~ng, Site Design, Landscape Ar~tectnre, Planning, Envir~nm1?tal Pcrmltting ph: 413.56809~5 fax: 413.5680986 29 Broad Street P.O. ,Box 640 Westfield, MA 01086 rIal and. com . I , . i I: , ; i Ii " .. • , , , . ~! ; , PREPARED FOR. 8·30-11 . T Russo Constnlction Corp. 204 Suffield Street Agawam; MA 01030 , r " DATE . AI. TERA OF THIS DOCUMENT IS A V10LATION OF MASSACHUSETTS STATE LAW AS SHOWN" RLAPROJ. • 100403 DRAWING # , . D-4:' . -. • NOTE: ~-3/8" HAND TROWELED EXPANSION JOINT W/ COMPRESSIBLE FILLER &: SEALANT THE GRANITE CURBING SHALL BE INSTALLED AS SPECIFIED IN A GAWAM DETAIL H-4. ~-SCORE JOINT, I" DEEP SPACE AS INDICATED ON PLANS MIN. SLOPE -l' 1/4 ~"'-O" f----7"-1/4" ~;:=:=::;:=-,.,::::::=---:-_.....--,~::",,_~r-NON DIRECllONAL 4 " nn o"@nD/IA:"IJIAy .. ~ ~ _,:.o.x.: ·4.~ ,', . . . . SOFT BRISTLE BROOM RNISH VII Vrllvt=yy,,", '. 'II ' •• "\. «~X-4"'" ~~~~' ,--::""xcc"d 1 CONCRETE oxo W2. 9xW2.9 ww.c; 2" CLEAR FROM BOTTOM 8" --2" PROCESSED ORA I£L 0" COMPACTED ORA I£L BASE f CONCRETE SIDEWALK NO SCALE TOP COURSE '--------12"----------1 BINDER 4 BITUMINOUS CONCRETE "CAPE COD BERM" NO SCALE INDICATED ,---1 1/2" TYPE-I ASPHALT CONCRETE BINDER COURSE 2" TYPE-I ASPHALT CONCRETE TOP COURSE PROCESSED ORA I£L (COMPACTED TO 95%) L.--5 ....Ji T:~:L~ DRIVEWAY PAVEMENT DETAIL au TTER ""c-_J ISOMETRIC !1EW TOP VlEW FRONT !1EW SIDE VlFW r.I I TTI'"R liNt:' SLOPED GRANITE CURB/HMA BERM TO I-E'RllCAL GRANITE CURB 2 GRANITE TRANSITION CURB DETAIL rH-5) NO SCALE L-----l PRO!1DE BASE COI£R AS FURNISHED BY POLE MFo.-~ COMPACTED OR UNOISTURBED SUBGRADE [-------LIGHT POLE SEC]ON #3 liES @ 12" ac. VERllCAL-EQ. SPACED "f7foi!.5:H GRADE CONDUIT GROUND ROD CONNECT TO INSIDE METAL POLE BOLT LAYOUT &-MOUNlING PROCEDURE AS PER MFo. SPECS __ ...J o LIGHT POLE INSTALLATION DETAIL NO SCALE PARKING SIGN FOR HANDICAPPED \ HANDICAPPED ACCESS AISLE ~ • 6-'" ,I IP.NDlCAPPED PARXINO ~ '!I'le....., --• VAN '" ACCESSIBJ..E: • '" $300 FI~E ., ~ Ii') V-. REFLECTORIZED (ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP) V-' WHEN REQUIRED ... _ .... --_ ... _- V ALUMINUM SIGN (TYP) D.P.W. BREAKAWAY POST p HANDICAPPED PARKING SPiCIAL PLATt RtQUlRUI UNAUTHORIZtO VEHICLES WAY BE REWCMD AT OWNER'S EXPDW: 5' 10' 8' WITH VAN HANDICAP STALLS _'~_S£\ :l 6" t-., S 1 2" , ..... ; / HMA BINDER \ REvtAL ~.<: : ~~ :. ~., : tot • "l . ..... " .. -,.' ,: : S ,. " 4" " " . ~ .. '" GRAI£L BASE 7" .~."~ ,:~:.,: ',,;,-, ", -, " ."." " .. : 8" GRAI£L SUBBASE [--12"-- TYPE ~ I£RllCAL GRANITE CURB HEIGHT VARIES IS" -17" CEMENT CONGRETE PROCEDURE DESCRIBED HEREIN IS APPLICABLE ONL Y IF CURB IS TO BE SET AFTER BASE AND/OR BINDER COURSE ARE IN PLACE. OTHERWISE CEMENT CONCRETE WILL BE ELIMINA TED AND GRA I£L WILL BE BROUGHT UP TO THE BOTTOM OF THE BASE COURSE. FOR DESCRIPllON, MA TERIALS AND CONSTRUClION METHODS. SEE SPEC/FICA liONS. NOTES: 1. CUT NEA T LINE 0" mOM CURB LINE AND REMOI£ BINDER, BASE AND STONE, AND REPLACE WITH CEMENT CONCRETE. 2. ACCEPTABLE CEMENT CONCRETE IS ANY CLASS UNDER SEClIDN M4 OF THE 1988 jJf.l1) STANDARD SPECIFICA llONS.· ALL TEST REQUIREMENTS ARE WAII£D. HMA IS NOT AN ACCEPTABLE SUBSlITUTE 3. WHEN SET ON RADII, THE CURBINO SHALL BE CUT WITH THE REQUIRED RADIUS OF CURVATURE. 3 I VERTICAL GRANITE CURB DETAIL (H-4) • • • THE ABOVE LENGlHS ARE CALCULATED USING THE 7.5% PANEl SLOPE. USE OF SHALlO'/t£R GRADES WILL REQUIRE LONGER HIGH SlOE AND LOW SIDE 1RANSITION LENGTHS. • CHECK WITH THE TOWN ENGINEER BEFORE USING· ANY GRADES BESIDES THOSE USTED IN THE TABLE ABOVE. 7 SIDEWALK CURB CUT (H-7) NO SCALE r-.tfUI(.7( REINFORCED RUBBER HOSE (ABOI£ FIRST BRANCH) THREE STRANDS OF #10 GAUOE TWISTED GAL VANIZED STEEL WIRE GAL VANIZED EYE AND TURNBUCKLE 2"X2" UNPAINTED CEDAR STAKE (3 STAKES PER TREE) llGHTEN AS SHOWN. L-+----t+,.:..--TREE WRAPPING PAPER TO SECOND BRANCH TREE SHALL BE SET AT OR 1" ABOI£ THE ESTABLISHED FINISHED GRADE. 3" PINE BARK MULCH SLOPE TO FORM SAUCER. UNTlE AND ROLL BACK BURLAP FROM 1/3 OF ROOT BALL (MIN); NOlES: 1. ALL SIDEWALK SLOPES ARE MAXIMUMS. TREE BEL T SLOPE IS TO BE MAINTAINED TO THE BEST EXTENT PRAClICABLE. 2. ALL SIDEWALKS ARE TO BE CONSTRUCTED TO THE SAME SPECIFlCAllON FOUND IN MHO SUPPLEMENTAL SPECIFICA liONS TO TlfE 1988 STANDARD SPEC/FICA liONS FOR HIGHWA td AND BRIDGES. ENG/ISH UNITS, JUNE 6. 200Q SEClIONS 701.00 TO 701.61 INCLUSIVE, AS AMENDED -UNLESS OTHERWISE SPECIFIED. 3. ALL SIDEWALKS ARE TO BE 4000 PSI {28 DA Y,! PORTLAND CEMENT CONCRETE, oUI% AIR ENTRAINED. c 4. CURBING TO BE I£RllCAL GRANITE CURB -OR-CAST IN PLACE PORlZAND CEMENT CONCRETE IF SUBMITTED TO AND APPROVED BY DPW. SCORE LINES @ 5'-0" INTERVALS o. WHEN THE SIDEWALK IS INSTALLED ON A CURVE, TlfE 5'-0· SCORE LINE INTERVAL IS MEASURE ON ALONG THE INSIOE THE CURVE. 10. TOOL ALL JOINTS AND EDGES 11. WHEN TRANSIl70NING FROM I£RlICAL GRANITE CURB TO MODIFIED TYPE 2 BERM A 4 FT GRANITE TRANSIl70N IS REQUIRED. ATTEMPllNG TO BLEND THE MODIFIED TYPE 2 BERM TO THE GRANITE CURBING, OR FIELD CUTllNG A GRANITE TRANSIl70N ARE NOT AN A CCE? TABLE AL TERNA II V£. 12. SIDEWALK IS TO BE POURED IN AL TERNA liNG 20' LENGTHS TO ACCOUNT FOR PANEL CDNTRACllON DURING DRYING. 13. INSTALL 1/2" TlfICK PREFORMED EXPANSION JOINT FILLER (M.9.14,O) AT 20' INTERVALS 14. BROOM FINISH SIDEWALK OPPOSITE TO THE DIREClION OF TRA I£L 15. SIDEWALK IS REQUIRED TO BE COI£RED WITH PLASlIC AND KEPT MOIST FOR MINIMUM OF 72 HOURS AFTER IT HAS SET-UP. 10. DETECTABLE WARNING PANEL ARE TO COMPL Y WITH ADA 4.29.2 17. DETECTABLE WARNING PANEL TO BE CAST IN PLACE DETECTABLE WARNING PANEL, 24 "X60'; FEDERAL YELLOW, ITCM#,' 24601DPAD2Y, MFD. BY,' ADA SOLUlIONS INC •. I SVRI£Y CIRCLE, 2ND FLR, N. BILLERICA, MA 01862, WWW.ADAlILE.COM -OR-APPROI£D EQUAL. 18. SIDEWALKS ARE TO BE INSTALLED THROUGH DRIVCWA YS SIDEWALK FINISH IS TO BE BR~" ,L""IMS.L,I,~-.p, NO AL ~RN-1 Tr ,rJNJSI/ IS; .ALLCJW£"fJ I r C:TAMPPn. FPn>!Y FlNJSHFD. ETC. ... THE 1.50% (r0.50%) CROSS SLOPE MUST BE MAINTAINED THROUGH DRII-E'WA Y.5: 19. ANY CHANGES IN BOUNDS. PINS. EASEMENTS. AND FORM-A:S-SHOULD BE SHOWN ON AMENDED DEFlNIl7I£ PLANS PRIOR TO THE SIGN OFF OF THE PUNCH LIST. 20. ALL MONUMENTA liON IS TO COMPL Y WITH AGAWAM TOWN CODE SEClION 159-33 A_ B_ t-'!V!>tAR~IE2.S -t----"lZ= .. -JJL."" _+--t-,VARIES PROE~EllIY=-tiU=-~I'IE..=:..::;:--+=-==~ -j ,::::..::::..=-=-=-===~=;~~=-'-_;j.P-ilQP-ER:-J'UJ-IlIE-,' = ,., o 0 on on o 0 g C L ~ ~ -ti :g .e 5" MAX. SIDEWALX ui ~--~--~-------.------~~-O-PE-L------~-_t~ CURB RElURN ,--..6,-L";(,"-=""----I\ ""':l(itdN 5% MAX. SLOPE 5.0' yil'~ til a.. TREEBEL T mo ~ ul 9'" BERM I / --8-,J+--~=ol=d,J GUTIER LINE 7" TREEBEL T~-t_-'iS!!1IDE!,!Wffi.ALK~=rl;-" RO?ERlY UNE ~' _JI~-~1~.5~O~=:±O=.5~O=%~I~r~---I~ GUTTER UNE I 6.5}-BERM SECTION A-A 1.50% ±O.50% GUffiR UNE • • ~• LlP-~~~: 1<l,>! • MAXIMUM , -"" ~ 0 '" ----------______ ~rc--~[f~ ______ ~~ll·o~. ________ ~oi·~ 0 .. SECTION 8-8 SIDEWALK r-"'VA'lliR!SIESLf __ -1lD!llRIVE=W,At\1Y~ __ T-___ S_IDEWALK VARIES b. 610 SECTION C-C NOTES: 1. CONCRETE SIDEWALK IS TO RUN CONTINUOUSL Y THROUGH DRIV£WA l'S 2. CONCRElE USED SHALL BE 4000 PSI WITH A MAX. AGGREGAlE SIZE OF 3/4" AND SHALL IVNTAIN 5-7 ENTRAINED AIR. 3. CONCRElE DEPTH DEPTH SHALL BE A MINIMUM OF 'I" WlTIf A MINIMUM DEPTH OF 6" (I ORIV£WA l'S 4. SIDEWALKS SHOUW BE INSTALLED PRIOR TO THE APPLICA TlON FOR A BUILDING PERMIT UNLESS THE BUlWER REQUESTS IN WRITlNG THAT THE SIDEWALKS BE DELA YEO AND GUARANTEES THA T THE SIDEWALK WILL CONFORM TO THE STANDARD DRlVEWA Y DETAIL 5. ALL DRIVEWA Y.'i REOUIRE A DPW DRlVEWA Y PERMIT 6. ALL SLOPES ARE MAXIMUM, ORIYf'WA YS ARE TO BE DESIGNED SUCH THA T WA lER II1LL NOT FLOW INTO DRIYf'WA Y FROM THE ROADWA Y. 8 STANDARD RESIDENTIAL DRIVEWAY NO SCALE PLANT AT THE SAME DEPTH AS PRE!10USL Y GROWN. ,.--3" PINE BARK MULCH UN liE AND ROLL BACK BURLAP mOM 1/3 OF ROOT BALL (MIN)' IF SYNTHElIC WRAP IS USLD, REMOI£ COMPLETEL Y. 'ERMANENTL Y INSTALLED WTO FINISHED GROUND /, NOTFS; 1. ALL DIMENSIONS TO CENTER OF 4" PA I£MENT STRIPING. ~~:::::::.~~~~~;~~~I=::_IF SYNTHElIC WRAP IS USED, REMOI£ COMPLETEL Y, '+--PLANT BACKFILL MIXTURE. SLOPE TO FORM SAUCER. =L.~2:Z2Z;ZZ~)4:a.,~122:~~~PLANT BACKFILL MIXTURE. SCARIFY EXISlING SOIL &-BLEND WITH PLANlING MIX I: I I GROUND SURFACE .H~ ",111;0;1 "ll IYf2l.£;. MAXIMUM MOUNlING DISTANCE FROM HEAD OF STALL IS 10: PLEASE SEE: MGL C.40&2f-22A, AAB 521 CMR 23.00. AGAWAM CODE &109-28 9 ACCESSIBLE PARKING SIGN (A-l) NO SCALE 10 2. ALL STRIPING SHALL BE 4" SOLID WHITE PA I£MENT MARKING PAINT UNLESS OTHERWISE NOTED. 3. CONTRACTOR TO ENSURE HANDICAP ACCESSIBLE PARKING SPACE SHALL HA I-E' A SLOPE OF 2% OR LESS IN ALL DIRECllONS HANDICAP PARKING STALL NO SCALE 11 ;}"liEj;#;j---SCARIFY EXISllNG SOIL &-BLEND 'P WITH PLANlINO MIX 1: 1 & COMPACT AND COMPACT. ;11,.-_ EXISllNG SUBGRADE --;---EXISlING SUBGRADE 12" VARIES 12" MIN. MIN. TREE PLANTING 12 SHRUB PLANTING NO SCALE NO SCALE PERMITTING Land Site Design, Lalrrd!,eal~e, ,-\rl;IDl!eci:une, Planning, Envir'~IlIn~j)taI Permitting ph: fax: 413,5680986 fir',," Street 640 We~tlil'I!I,MA 01086 , rlaliind.eom ;; , I I ,. " PREP ARED FOR: • T RUSSO Constniction Corp. 204 Suffield Street Agawam, MA 01030 .. ISSUANCE DATE:': .; ,I 8·30·11 REVISIONS: " DATE: DRIVEWAVOETt\J'LADDEIJ lD·1H1 1-----,--~~ IJNAUTHORIZED1ALTERAT10N OF THIS DOCUMENT IS A VIOLATION OF MASSAtHUSETTS STATE LAW " SCALE: AS SH9WN" RLAPROJ. : 100403 DRAWING # • .,. • , .. " ,. "-~ ., f ' ..... :..-}.,'. " .-. c~i' , ~.'--.', " -. c . • ,C ,-,:,", .~ TRENCH WID TH PIPE DIA. + 20' . UTlLlTY WARNING . TAPE MARKED "WA TER" k,4---PRE140USL Y EXCA VA TEO MA TERIAL 8" MAXIMUM STONE DIAMETER • •. '.: •• l .~ :, , ., ': . ...... :.:.~., .,.:.,:.,: .. , .4": : " .... J.- .. '.' , .. , \,,' ,.' ... ' " : . ', ..... .' .. '. :' ... ' • ' • M' ~ .' .:. : ... . , .. , -; ., .. :,' . .. , , ,,~.,-. . ." ..... ", . .... .' .. .. SAND (MHO 1.0.4.0. (TYPE 0) OR . . GRA I-f1. BDRROW (MHO Ml.03. 0 TYPE b) WATER PIPE '.' . 4" SAND (MHO 1.0.4.0. TYPE 0) DR L.C...--'--v~im~r-----" I GRA VFL BDRROW (MHO MI.03.o. TYPE b) . NDTES: 1. CDMPACT ALL BACKFILL MATERIAL WITH VlBRATDRY PLA TE EOUiPMENT (MINIMUM TWO PASSES) TO. A MINIMUM DENSITY OF 95 PERCENT OF THE STANDARD PRDCTDR DENSITY AS DETERMINED BY ASTM 0698. ? PJAr.F RAr.KRJJ YAWRJA),' IN AJAX-IUIIY nN/;' FOOT LIFTS. 3. ALL WA TER LINES SHALL BE SET A MINIMUM OF 5 FEET BELOW FINISH GRADE UNLESS DTHERWISE NDTED. ,---'--..JI rY;!SAL W ATERMAIN TRENCH SECTION · .'.1111111 .... , , '. '. .. :.p " . . .' . . .. ~q,.' ' .... \ ". ' ............. ··1 :., .' 1 1 1 1 1 I .~·., " ~: NA TlVF BACKFlLL~ J ~ NA TlVF BACKFILL IMPERVIDUS MA TERIAL" . .' .':": " . . ...... , . . ' .:' . :., .: "., . .-.' : .. 77?£NCH PLAN . ..... ·'4· ...:;;.,;~fllJWk· .~.~. ~ .... • ".. oil""""' , . ,. ,. NA TlVE BACKFILL IMPERVIOUS MA TERIAL BACKFILL TO. SUBCRADE AS me." 'n TRENCH PROFlI E SECllON CONCRETE COLLAR PLACE AROUND VALVE BOX PRIOR TO FINISH PAVING. SEE CONC. COLLAR DETAILS 'IMPERVIDUS MA TERIALS SHALL HA VF A COEFFICIENT DF PERMEABILITY NOr TO. EXCEED lxl0A-5 CM/SEC 2'-6" ASPHALT CURB ASPHALT PAVEMENT SEE DETAIL VALVE BOX 6" VALVE MECH ANICAL JOINT PLACE 1/2" C.Y. MIN. WASHED OR BROKEN sroNE AROUND HYDRANT DRAIN-~ HYDRANT SEE SPEC '. :,<":.:'~".: :~.:~;:"~:·~··:T< ~:. ,'>.: .. ~ .. :: G)(----j :--cl i-__ -.----_____ ----.,m ___ ~x:}~~i.l;;~\:;r . NOTE:WHEN HYDRANT IS ON TH E END OF THE LINE PROPER mRUST RESTAINT IS REQUIRED AND IS TO BE SPECIFED BY mE DESIGN ENGINEER AND mE PROPER RESTRAINT DISTANCE SHOWN ON THE PLANS MEGALUG M.J. HYDRANT TEE MEGALUG 6" D.1. NIPPLE PE x PE M.J. SHOE W RETAINER GLANDS 7 I FIRE HYDRANT DETAIL (W-l) . . .".~ . . . FINISHED GRADE WATER MAIN CONC. BLOCK o r-FI tt;; -'= --I-' f I §l . PIPE RESTRAINT SCHEDULE FOR GROUND BURiED PRESSURE PIPES LENGTH DF RESTRAINT REOD (FEET) 90." DEAD 11}-I 22b 45" BEND TEE END 8»_4" 8"_6" REDUCER REDUCER 3 6 II 27 48 80. 57 34 DESIGN FORCE DN RESTRAINI REOO KIPS @) 45' TEE 11 48 ~ -.: ~ < t ~ 'Il \/ ~ 2 NDMINAL PIPE SIZE 4" 6" 8" 10." rb I g ~ L,-J h '-.81 MEGALUG SERIES 170.0. TABLE (» A B C 0 SERI£S PIPE MAX BELL CASING THRUST ROD NUMBER D.O. D.O. CLEARED CLEARANCE (OUANTY-SIZE) (W/NUTS DFF) 170.4 4.80 6.60. 9.90. 4-3/4x'3 . -_ ... -.. 1706 6.90 8.60 120.0. 6-3/4xl3. '70.8 9.05 10.90. 14.15 6-3/4x;3. 1710. 11.10. 13.10 16.20. 8-3/4x18 • SEE MANUFACTURER FDR ADDITIDNAL SPEC/FICA TlDNS NDTE: THE PRDPOSED WA TER MAIN IS TO. UTlLlZE A RESTRAINED JOINT SYSTEM DF THRUST RESTRAINT SUCH AS MEGALUG . (DR DPW APPRDVFD EQUAL). '\ ) \./ I SERIES 1700 MEGALUG RESTRAINT HARNESS WATER MAIN CORP. STOP SERVICE LINE 2'-0" FINISHED GRADE 5" MIN. CURB BOX MAIN SIDE CDRPDRA TlON STDP WATER MAIN SECTlON 6 TYPICAL WATER SERVICE CONNECTION NO. SCALf "NEENAH" R-7506 SERIES FLODR BDX FRAME AND LID. OR EQUAL W/SS CAP SCREW LID CLOSURE-___ NDTE: THE PRDPDSED WA TER MAIN IS TO. UTlLlZE A RESTRAINED JOINT SYSTEM OF THRUST RES77?AINT SUCH AS MEGALUG (DR DPW APPRDVFD EQUAL). 3. SERIES 1100 MEGALUG RESTRAINT HARNESS NO. SCALE ADJUSTABLE SERVICE BDX CURB STOP HDUSE SIDE (j) ALL GA TE VAL VFS MUST 8E RESTAINED . Q'! THIS TABLE IS BASED DN A TEST PRESSURE o.F 20.0. PSI (o.PERA TlNG PRESSURE + WA TER HAMMER). FDR DTHER TEST PRESSURES, ALL VALUES TO BE INCREASED DR DECREASED PRDPDRTlONALL Y (p IN EACH DIRECTlDN FRDM PDINT DF DEFLECTlDN EXCEPT FDR TEE A T WHICH DNL Y THE BRANCH IN THE DIRECTlDN DF THE TEE STEM . @ IF TlE RDDS ARE USED, USE 4 RDDS MINIMUM AND ADD Itt TO BAR DIA AS CDRRDSIDN ALLOWANCE. ® THE TABL E IS BASED DN THE PIPE LA YlNG CDNDITIDNS DF TYPE 4 TRENCH, BURED DEP71i DF 5' DR MDRE AND SOIL TYPE "ML ~ LIMITS DF TRENCH EXCAVATION EXISTINC UTlLlTY VARIES - NEW PIPE .l.jll~~j:---~%~ TYPICAL TRENCH SECTlDN SCRffNED GRA va FRDM UNDISTURBED EAR TH TO. A MID-DIAMETER DF EXISTING TrPICAI SECllON UTlLlTY EXISTING UTILITY UNDISTURBED MA TERIAL SECTION "A -A" THIS SHITT NEW PIPE 4 I UTILITY CROSSING DETAIL WHERE APPLICABLE ~ ----( PVC PLUG '\'!..,C MA IN SEWER CONNECT TO. EXlSTlNG SERVICE. SUPPL Y FI TTlNGS AS REQUIRED P~ BIJILDING SEWE"!J ( LONG SWEEP 45' BEND L ~/1"T UP TO 10f PRDPERTY LINE -...--.. 45' WYE' -..:..::: " ~ \~ \ \ \ \ \ \ 1 FRo.M HDUSE. k I-;P-INSIDE 10 \ \ I \ EXIST GRADE 24" SOUARE ALTERNATE TEE WYE' \ \ H-6" MIN. CLASS ';.q" CONCRETE BIT. CONe. PAVFMENT ~ ~ ~ " LOCA TlON STAKE 4' MIN. CD VFR / / / \ \ -------CDNCRiTi COLLAR IN NON-PA VFD AREAS ONLY ADJUSTABLE VALVF BDX GATE VALVF (MJ x MJ) NDTE: f. ALL VAL VE BDXES LOCA TED IN NDN PA VFO AREAS SHALL BE ENCASED IN UlN. 6" THICK CDNe. 6" ALL AROUND. 2. SET VAL VF BOX FZ.USH IN PA VED AREAS AS SPECIFlED ~. ~" I r f/21 Th~~~~~~~·-.~L GRASS , '. .. ... CLEAN OUT W/ SCREW IN PLUGS VARIES fO" SWEEP -/--=---NDTE: 4"" P~ SEM:R PIPE AND FlTTlNGS TO BE ASTM 0-3033 OF 0 -3034 SDR-35 LESS THAN MIN. MUST BE APPRDVED BY CITY ENGINEER • PER FOOT / 45' ~~~~_/ r r-= ____ ~ P~ PL61G-' ( '--- PVC BUILDING SEWER "- SECTION ~ NDTES' 1. BUILDING SEWERS SHALL BE 6"" EXCEPT AS DIREC TED BY THE ENGINffR 2. LDCA TlDN AND DEPTHS OF BUILDING SEWERS TO BE DETERMINED IN THE FIELD BY THE ENGINEER I y:: ~ ':, "~ "'~R ) / --- / / TYPICAL BUILDING SEWER CONNECTION DETAIL (S-4) 10 I TYPICAL BURIED VAL VB 8 NO. SCALE WYE' CLEANQUT REQUIRED EVFRY fOO' DF LATERAL (SANITARY) 9 I TYPICAL CLEANOUT DETAIL PERMITTING Land Surveying, Site Design, Landscape Ar¢hitecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413;5680986 , 29 Brjriad Street :P .0, ;Box 640 Wes,tfieW, MA 01086 • " . rlaljmd.com .. . \ ; . , I . · . • , T Russo " Co~ 204 Street Ag,aw,uri:MA 01030 ISSUANCE DATE: UNAUTHORlZED;Ar.TERATION OF TInS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LA \V 1---,----+,. ----~----i SCALE: .. AS SHO\VN \ RLAPROJ . • 100403 DRAWL'l/G# D-6 .: '. I • 1- I I I I • I '" • 1 • "-<:l .1 "" '. ,.'. • '" • '" .1 '" -' '" EL. "B" NOTE: SIGN SIZE, COLORS, MA TERIALS & HEIGHT AS SPEC/RED BY SIGN MANUFA CTURER . NON-ILLUMINA TlON SINGLE LEAD COA TED COPPER SIDED SIGN PANEL - I 0 I I 0 iV . .C I I I I I "-2" I I L I 0 I I 0 I I I r II I I I ~ i lr 1m- CAP = 36" SQ. BASE -40" SQ. W/STANDING SEAM () CORNERS . , , TOP PLA TE ANCHOR . -,"" .' . . frWOOD CAP '· .. r VERT.FAd- " '" ,. -/ -r I ' . ." TOJ~C( ' ' . . , ' Nome 7 '-0" , ~ ~ "- FOUNDA TlON SHALL BE DESIGNED ACCORDING TO PREVAILING SOIL CONDITIONS, IMND LOADS, AND SUBSURFACE EXPLORA TlON RESUL TS. , i ~ 1 FREESTANDING SIGN DETAIL NO SCALE STAINLESS STEEL EXTENSION HANDLES JUNCTION BOX NEMA 4X FIBERGLASS FOR POWER AND CON TROL CABLES '0 , N 3 STAINLESS STEEL CABL E HOLDER CROUT CONDUIT PIPE AFTER INSTALLA TlON BARNES MODEL SGVF2022L GRINDER PUMP 230/1/60 STAINLESS STEL BARNES 'C' CHANNEL RAIL SYSTEM S TAINLESS STEEL PIPING ASSEMBL Y IMTIi REMOVA BLE . Wl77-I PUMP CAST IRON BALL CHECK VAL VE 12"-0' 13'-0' TYPICAL SECT/ON SEWER PUMP CHAMBER DETAIL NO SCALE ~ - I 0 I I jl I I I I I I I ...J 0 I Ii I I ~ I 6" ~ --0 I I . ,~' 0 I I ~ l I II ~ i II ALUMINUM ACCESS COVER SINGLE LEAF SIZE ·3 0 " X 48" CLEAR OPENING IM 77-I SAFETY GRA TE MEETING H-20 LOADING RISER 3 ' X 4 ' INSIDE DIMENSIONS STAINLESS STEEL LlFTlNC CHAIN • 0> . ..;. I ~"FLEXIBLE BOO T I~"P VC SCHEDULE 80 DISCHARGE PIPE "--M.ECftAAIIC,IL FL OA T SWITCHES '-S ,.,4IMLn;-s STEEL FLOA T TREE STUD '0 -h PUMP STATION LEGEND LETTER PUMP CHAMBER-A PUMP CHAMBER -B PUMP CHAMBER -C (BUILDING 4) (BUILDING 2) (BUILDING 5) "AU 182.3± 181.9± "8" 172.25 169.25 "c" 176.50 173.50 "DO> 176.30 173.50 "E" 8.55 10.25 "F" 3.75 3.75 "G" 8" 10" "H" 3.55 3.75 .' "I" 172.75 169.75 " J" 173.75 170.75 K" 174.00 171.00 "L" 174.25 171.25 "M" 174.50 . 171.50 131-0" 12'-0" STAINLESS STEEL UPPER SUPPORT BRACKET BARNES MODEL SGVF2022L GRINDER PUMPS 230/1/60 STAINLESS STEEL CABLE HOLDER ~--------..;..... ~ -------, , JUNCTlON BOX NEMA 4X RBERGLASS FOR POWER AND CON TROL WIRES 2" PVC CONDUIT FLOAT POLE ASSEMBLY PVC WITH F(}UR (4) NON MERCUR Y M,ECHANICAL FL OA T SWITCHES 179.0± 169.25 173.50 173.40 9.75 3.75 10" 3.65 169.75 170.75 171.00 171.25 171 .50 GRA TE MEETlNC H-20 LOADING STAINLESS STEL UPPER FLOAT POLE BRACKE T MECHANICAL FLOA T SWITCHES HICH /YA TER ALARM EL "1.1" LEAD PUMP ON EL. "K" ALUMINUM ACCESS COVER SINGLE LEA F SIZE 30" X 48" CLEAR OPENINC IMTIi SAFETY 1~"FLEXIBLE BOO T ~-+--------------~-+~ L _::!-;''':':;:.'':-? STEEL BARNES CHANNEL RA IL SYSTEMS GENERAL NOTES' '0 , INTERIOR FLOOR EL. ''/'' PVC FL OAT POLE STAINLESS STEEL FLOA T TREE STUD aOA T LEVEL SEmI{GS DETAIL t NOr TO SCAi.£} /. CONCRETE G'OMPRESSIVE STRENGTH: 5, 000 PSI @ 28 DA YS. 2. METHOD OF MANUFACTURE: WET CAST. '-. ' ~/ '}.: .... ,t . c .. , .... ; ... ;,.::,;._, 4 3. STEEL REINFORCEMENT SHALl. CONFORM TO THE LA TEST ASTM A-615, GRADE 60, 4. ALL CONCRETE JOINTS SHALL BF SEALED IMTH I" BU TYL RUBBER. 5. EXTERIOR OF STRUCTURE SHALL BE eOA TEO WITH TWO COA TS OF BA Y OIL, "EBONy': 6. INTERIOR OF STRUCTURE SHALL BE riA TURAL CONCRETE FINISH. WEIGHT CHART I PRODUCT I I PERMITTING , ~ 1 , . ; , I! Land Sit rveYi-uLg, Site Design, l,an~~!:r.~~~~~~~~!t;~:~ Planning, Permittin g ph: fax: 413.5680986 29 Broad Street , , iP.O, Box 640 We~tfieid, MA 01086 -, ... , . , ;' , rlaland,com .i , . T Russ o Co n~truction Corp. 204 Suffield Street Ag~ani, MA 0103 0 DATE: I-;~~§~~~~~~~' ~OF THlS OF STATE LAW RLAPROJ. lOO4U3 DRAWIC'lG# D-,]· , , , \ ~ .' J' , '1J1./l , G\ J~ 'i',,\ ~> ;- 1--, r BEDROOM I - J G )1 ( l!. ," ( ~ t v rsJO I 1:E 0 @ P L I ~~ J <0\ ) BEDROOM I~- - I ;- ~~ I-- ) l g 1 ...... _ -PA •• ...... __ Ttl ... I I I I I I I I I I I I : I I I I I I I I I I I I I I I I I I : : I L _______________ J SECOND FLOOR PLAN .:' . 4/29/201112:34:16 PM t ill en . ::> " 0 J: Z 5 3:tu~ D. o~ rt: t-t--§ t-(J)~ W ~~ ~ ~< ~C9 Z . ~ I. I' w c ~ C) ... -...... ... 1_ . __ .. ,..t -- .,. DRAWING NO. I , , \.. A·2 j /