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8654_SITE PLAN - 260 GARDEN ST. FILE 1.pdfg(iSY - l)l +-e Pion _ Cl~(J ~(dJf) ~t< , AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachas DATE: April 19. 2011 DATE RECEIVED: 4/13/ll DISTRIBUTION DATE: 4/13/11 PLANNING BOARD MEETING DATE: 4/21/ll APPLICANT INFORMATION 1. Name of Business: T. Russo Jr. Construction Co., Inc Address: Street Address must be placed on the plan. 2. Owner: Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA Telephone: 478-3470 Fax: 3. Engineer: R. Levesque Assoc., Inc. Address: 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086 Telephone: 568-0985 Fax: 568-0986 PLAN REVIEW Scale: 1":= 20' Date: Dec. 28, 2010, revised April 5, 2011 Title Block (Street Address, Applicant's Name. Address. Scale. Name of Preparer of Plan): Address of building must be placed on the plan. Description of Project: Proposed construction of 2,040 sq. ft. office building. " Site Plan Review Page 2 Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and the remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. Provision for Traffic Flow: A two-way curb-cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. Drainage: The proposed storm drainage system consisting of catch basins and subsurface infiltration system has been reviewed and approved by the Engineering Department. See Engineering's memo. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: O.K. Exterior Lighting: All lighting must be recessed (wall packs) and shielded so as not to shine on to the adjacent residential properties. The same shall apply to the decorative lighting. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: O.K. Other Comments or Concerns: The proposed driveway to the back of the building is only 2.7' from the property line. There is no space for snow. Given the Planning Board's experience with snow being plowed on abutting property some provision (Le., easement) should be provided to address this issue. Print Parcel 10 : G8 1 3 Owner: DORE Parcel Address: GARDEN ST o Interactive Map Date: 4/19/11 1321 Page 1 of 1 I 2642 Meters I http ;llho sting. ti ghebond.comlagawamlprint.aspx?maptype=5&image=http%3a%2f1>102fprojects. tighebond .co... 4/19/201 1 Print .. .... -.. ~ ~ I ~ ~.,. &~~ '" <i' ~.,. 1/ ~f(; ~ '" ~/ Parcel ID: G8 1 3 Owner: DORE Parcel Address: GARDEN ST • , .-. • • G8 1 3 ~~~~ ... "~' .. ~-:' ...... :<t; ~ ~ ,. :r .,~:-.. ~" • • Interactive Map Page I of I • • -• GARDEN ST ~ .... • Date: 4/19/11 o 1321 2642 Meters I Scale: 1"=1321' (1:15853) http://hosting.tighebond.comlagawamlprint.aspx?maptype=5&image=http%3a%2f%2fprojects.tighebond.co.,, 4/19/20 11 April 25, 2011 Thomas Russo, Jr. 204 Suffield Street Agawam, MA 01001 Dear Mr. Russo: • •• Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 At its duly called meeting held on April 21, 2011, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed Professional Office Building, G8 1 3-Parcel B, Garden Street, Agawam, MA ", prepared by R. Levesque Associates and dated 12-28-10, Revised 4-05-11, with the following conditions: the handicapped parking space at the rear of the building is to be removed; cut sheets for the correct lighting fixture are to be submitted; details on the proposed sign including lighting are to be submitted. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Travis P. Ward, Chairman AGAWAM PLANNING BOARD TPWIDSD:prk cc: Building Insp. Engineering Town Clerk R. Levesque File ~ :Do -0 '" N C1' :sa ::a: -.. 0 Qy- » c.-:r> ~ ~:x ~p :P'ITI ::t::o • :x ::t' »<1> 0 ~ ~ c:; ~ ( Memorandum To: Planning Board CC: Chief Robert Campbell From: Sergeant Richard Niles Subject: Site Plan -Garden Street -Russo Date: April 19,2011 Based on the plan as submitted, there would appear to be little negative impact to pedestrian, bicycle, and or motor vehicle traffic safety. Respectfully Submitted ~,rl.~ Sergeant Richard Niles Safety Officer Agawanl Police Department ORIGINAL 04 /19 /2011 15 :33 FAX 4138210631 To: CC; FroID: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 • FBI (413) 8210631 Christopher J. Golba • Superintendent MEMORANDUM Planning Boru:d / T_ Russo Construction File Engineering Department April19,2011 Site Plan -260 Gru:den Street -T. Russo, Jr. -SP 553 III 00 1 /003 Per your request, we have reviewed the Site Plan entitle "Proposed Professional Office Building -G8·1·3 Parcel "B" 260 Garden Street, Agawam, MA; Prepared for: T Russo Jr. Construction Company, Inc. 204 Suffield Street, Agawam., MA; Prepared by: R Levesque Associate, Inc., 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086; Scale: I" = 20'; Rev.: 4·05·'11." Engineering recommends approval of the site plan. Sincerely, X/~aa:~/ Vladimir Caceres Civil Engineer I fItU OL,,---- Michelle C. Chase, P.E. Town Engineer ~ D 0 00 ~ ~ t'I G , 0 00 ~ \:) ~ ~ ~ o eoolZoo ~ • April 20, 2011 Ms. Deborah Dachos, Director Planning & Community Development Town of Agawam 100 Suffield Street Agawam, MA 01001 RE: Site Plan Review Response Garden Street, Agawam, MA RLA Job # 100403 Dear Ms. Dachos: (" On or about April 19, 2011, R Levesque Associates, Inc (RLA) received comments from your office. RLA is herein responding to the comments by the Agawam Planning & Community Development. For ease of review, RLA has listed the comments in their order and responded in bold below each comment. I. Title Block (Street address, Applicant's Name, Address, Scale, Name of Pre parer of Plan): Address of building must be places on the plan. Completed. 2. Description of Project: Proposed construction of2,040 sq.ft. office building. No action required. 3. Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. No action required. 4. Provision for Traffic Flow: A two-way curb cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. The width ofthe curb-cut is 64.9 ft. as shown on Sheet C-l. 5. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. No action required. 75 Broad Street, Suite C. POB 640, Westfield, MA 01085 Phone: 413-568-0985 Fax: 413-568-0986 robl@rlaland.com • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachos DATE: April 19, 2011 DATE RECEIVED: 4/13/11 DISTRIBUTION DATE: 4/13/11 PLANNING BOARD MEETING DATE: 4/21/11 APPLICANT INFORMATION 1. Name of Business: T. Russo Jr. Construction Co., Inc Address: Street Address must be placed on the plan. 2. Owner: Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA Telephone: 478·3470 Fax: 3. Engineer: R. Levesque Assoc .• Inc. Address: 75 Broad Street. Suite C. P.O. Box 640. Westfield. MA 01086 Telephone: 568·0985 Fax: 568-0986 PLAN REVIEW Scale: 1" = 20' Date: Dec. 28, 2010. revised April 5, 2011 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Address of building must be placed on the plan. Description of Project: Proposed construction of 2.040 sq.ft. office building. Site Plan Review Page 2 • • Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and the remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. Provision for Traffic Flow: A two-way curb-cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. Drainage: The proposed storm drainage system consisting of catch basins and subsurface infiltration system has been reviewed and approved by the Engineering Department. See Engineering's memo. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: O.K. Exterior Lighting: All lighting must be recessed (wall packs) and shielded so as not to shine on to the adjacent residential properties. The same shall apply to the decorative lighting. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: O.K. Other Comments or Concerns: The proposed driveway to the back of the building is only 2.7' from the property line. There is no space for snow. Given the Planning Board's experience with snow being plowed on abutting property some provision (Le., easement) should be provided to address this issue. Print Parcel 10: G8 1 3 Owner: DORE Parcel Address: GARDEN ST Interactive Map • o Date: 4/19/11 1321 Scale: 1"=1321' Page I of I 2642 Meters I hnp:llhosting.tighebond.comlagawamlprint.aspx?maptype=5&image=hnp%3a%2f%2fprojects.tighebond.co... 4/19/20 II Print • .. .. -.. ~ ~ I Parcel I O: G8 1 3 Owner: DORE Parcel Address: GARDEN ST • FY ~ it ~ /l ,'" it Iff 1-. ~ • • • • G8 1 3 Interactive Map • Page 1 of 1 • • -• GARDEN ST ~ .. ' • Date: 4/19/11 o 1321 2642 Meters I Scale: 1"=1321' (1:15853) hnp://hosting.ti ghebond .com/agawarn/print.aspx?mapty pe=5&image~http%3a%2fOIo2fprojects .tighebond.co... 4/19/20 11 • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Dept., ADA Committee FROM: Planning Board y~)/ SUBJECT: Site Plan -Garden Street -Russo DATE: April 13, 2011 Please review and comment on the attached Site Plan for Russo on Garden Street prior to the Board's April 21" meeting. Thank you. DSD:prk • • INSPECTION SERVICES R Levesque Associates, Inc a land planning scnicr:s COTl1p(lny April 5, 2011 " r: ! \'" H U, j'-...:"'(r\I!~ I if\ Mr. Dominic Urbinati Agawam Building Department 1000 Suffield Street Agawam, MA 01001 RE: Site Plan Approval-Plan Changes Proposed Professional Office Building Garden Street, Agawam, MA RLA Job # 100403 Dear Mr. Urbinati, On behalf of the Applicant, T Russo Jr. Construction Co., Inc., please find ten (10) copies of the revised Narrative Addendum and nine (9) full size copies of the accompanying revised plan set that have been submitted as part ofthis revision. The following are the proposed revisions: • Updated the erosion control barrier limits and changed from single to double barrier along rear (south) of development per Town of Agawam Engineering Department comment. This change did increase the BVW buffer disturbance within the 50 to 100 from: 3,652 s.f. to 4,111 s.f .. • Revised limit of work in rear (south) of development, per erosion control limit revision. • Revised the proposed office building footprint and area from 2,640 s.f. to 2,040 s.f. • Revised the Stormwater Management Report model from 20 hours to 30 hours per Town of Agawam Engineering Department comment. • Repositioned entry driveway to eastern property line, per MassDOT comment. • Added recent test pit information to plan, per Engineering request. • Relocated front subsurface infiltration chambers to western part of property. • No changes where made to the Form D Application or the DPW Stormwater Permit. • Added site illumination plan with photometric design, per Planning Board request. • Relocated sewer force main service location to proposed building from front (north side) to west side of building. Updated proposed sewer basement accordingly. • Updated landscape plan for revised building footprint. • Added note to plan indicating the architect to show and specify a floor drawn with oil and water separator for the proposed office building basement/storage area. This was requested by the building inspector. • Repositioned proposed sewer manhole more to west, per Engineering comment. • Updated accessible parking signs to conform to Agawam DPW requirements. RECElVED APR 13 2011 75 Broad Stree~ Suite C, POB 640, Westfield, MA 01085 Phone: 413·568-0985 Fax: 413-568-0986D~ A j\' i',' robl@rlaland.com { i>A'''~~ 't, " 0 '0 "oltOn "'Uf'V~ ,,;. '<\0<" 'tw' . ' • . , • Mr. Dominic Urbinati April 5, 2011 Page 2 of2 Should you have any questions or concerns regarding the aforementioned comment responses, please feel free to contact our office at your earliest convenience. Enclosures Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, ASLA President cc: T Russo Jr. Construction Co., Inc. Michelle Chase, P .E. -Town of Agawam Engineering Dept. 75 Broad Street, Suite C, rOB 640, Westfield, MA 01086 Phone: 413-568-0985 Fax: 413-568-0986 robl@rlaland.com :D> C:> ;::. §; ~ :r ;::. ...... , S! "'"' '"U ::0 , -J 1] .C' Cl -" -en 'U ", n ---i 0 Z en ", ;u -< n rTJ (j) , • • NARRATIVE ADDENDUM TO SITE PLAN APPR~CTION SERVICES Introduction Parcel "8" (Parcel G8 1 3) Garden Street Agawam, MA Rvsd.:4-05-11 20: I I.PR -l P lr I 0 On behalf of Mr. Thomas Russo Jr. and T Russo Jr. Construction Co. Inc., R. Levesque Associates, Inc. is submitting an application for the construction of a professional office building to be located on the south side of Garden Street in the Town of Agawam, MA. Property Description The subject property is approximately 2.2 acres with approximately 118 feet of frontage located on the south side of Garden Street, just east of the Garden Street exit off Route 57 in the town of Agawam, MA. The subject property consists of vacant land of which the southern two thirds is forested land including a large wetland. The northern third of the property is cleared upland meadow that will be utilized for the proposed development. Surrounding Land Uses The property abuts both commercial and residential uses. To the east of the parcel lies an R-C zoned property under the same ownership. This property will be developed as a multifamily condominium community. To the north across Garden Street, Vermette's Auto Body and O'Connell Construction are direct abutter's. To the west there is a single family residential home, and to the south is Kittredge Equipment Company. Detailed Project Description The proposed project consists of the construction of a 4,080 square foot commercial office building, associated parking and related site improvements. The proposed office building will be two stories and the upper main entry will have an at-grade entrance to provide for universal accessibility to and from the building. The lower level in the back of building will have an overhead door and will be used for storage pwposes only. The site wiII be serviced by one curb-cut located along the eastern property boundary. The vehicular circulation within the site will allow for two-way traffic which will accommodate each level of the building. The proposed parking lot will accommodate 19 parking spaces including 2 handicapped van accessible spaces (one at each level). The vehicular circulation within the site will allow for two-way traffic into and out of the site with the proposed curb-cut along the eastern property boundary. Pf~CE1VEO , • • Stormwater All stonnwater from the site will be conveyed into deep catch basins through the subsurface conveyance system and into a water quality unit prior to being released into a subsurface infiltration system at the southern end ofthe proposed development site. The undeveloped portion of the site will remain as forested woodland. There are no plans for work beyond the limit-of-work shown on the plans submitted herewith. The site plans and stonnwater plan and report have been submitted to the Town of Agawam Engineering Department for their review. Utilities The site is serviced by sewer and water which are both located in Garden Street. The sanitary sewer from the site will be pumped to a manhole within the neighboring property (same owner) from which the effluent will flow by gravity to the municipal sanitary system in Garden Street. There is a fire hydrant directly adjacent to the curb-cut at the front of the property which will provide for adequate flows for fire suppression needs. Landscape and Lighting The proposed landscaping will be consistent with the requirements set forth in the Agawam Zoning Regulations for the Business "B" zone. The proposed landscape plan includes foundation plantings around the proposed building and accent plantings throughout the site. All trees and vegetation outside the limit-of-work will remain. The lighting within the proposed project will provide for safe pedestrian and vehicular circulation to, from and within the site. Said lighting will be shielded to prevent glare into neighboring properties END OF NARRATIVE ADDENDUM From: LETTER OF TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-7-11 A Land Planning Services Company P~o: 100403 offi ("efa)r leve"o II e:l ""o(".h, te".("o m P~ame: ~. I Bide. 75 Broad Street. Suite C, Westfield, MA 01085 ** 413-568-0985 (0) 0986 (F) RE: Site Plan To: Town of Agawam Building Dep~l,a '1 f(;; 1000 Suffield Street Agawam, MA 0 I 001 I DELIVERED Attention: Mr. Dominic Urbinati We Are Transmitting to You: o Under Separate Cover VIA IZI Attached IZI Plans 0 Approval of Subcontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Photographs o Report 0 Original Drawings 0 Proposal o Form 0 Other D-"1~ -.. Description 01 10 copies 4-S-11 I to Site Plan 10 9 D .• ~. :':-'1 Full Set Site Plan I Plan Set These are Transmitted as Noted Below: [8J For Approval 0 Approved as Snbmitted o Resnbmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution [8J For Action 0 For Corrections o Return __ Corrected Prints o As Reqnested 0 For Review and Comments 0 Remarks: Should ~ou have an~ guestions rC1!arding this submittal!!lease feel free to contact our office at Iour convenience. ., "" . Mr. 1 : Russo Jr. ;'; r i-) 0 J 3 2011 ... ; ., f °So !\. ¥;""'" . fU " 0 -. .. " .. -U File # 1004m RobertM. T. ASLA By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook Pink: Main File From: Llnn:& TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-7-11 A Land Planning Services Company Project No: 100403 offic~rlf!ve~llea~Cri:oc.iatH.('nm Project Na....,: r.ndo. IBld2. 75 Broad S'-. Suite C. Westfield, MA 01085 .. 413·568-{)985 (0) 0986 (f) RE: Site Pia. To: TaWIl of Agawam Building DeQartment 1000 Suffield Street Agawam, MA 01001 HAND DEL 'JI,;KJ!.U Attention: Mr. Dominic Urbinati We Are Transmitting to You: o Under Separate Cover VIA 181 Attacbed 181 Plans 0 Approval of Subeontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Pbotographs o Report 0 Original Drawings 0 Proposal o Form 0 Other '? ,-~ U> ~~~~r DW( -.. Description -::::? Date 1=:>. _ ~ ri 10 copies 4-5-11 Norrolivo A, I to Site Plan A ~ -v ~ 10. ;to> ~ ~ 9 -,;" Full Set Site Plan I Plan Set ---, U _~ 5> = ;::. ;::; These are Transmitted as Noted Below: Cl ", (f) t8:I For Approval 0 Approved a8 Submitted o Resubmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution [81 For Action 0 For Corrections 0 Return Corrected Prints -- o As Requested 0 For Review and Comments 0 Remarks: Should :!'ou have an:!, guestions r~ardfug Ws submittal ~Iease reel rree to contact our office at :!'our convenience. Mr. : Russo Jr. R~": r<C!VED 0 !-o APR l:i 7011 .. .. . ~ ,' •. iAhD "" ,iJi..7d.'",', HT, A , 0 U File # 1111ldn~ .. -., By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee YeDow: Project Notebook Pink: Main File r • • From: LETTER OF TRANSMITTAL R LEVESQUE ASSOCIATES, INC Date: 4·8·11 A Land Planning Services Company Project No: 100403 o ffi('pfii)rl pvp.~n IIp,.~nt''i ~ f H:.l'om Pro.iect Nlme: Carden Streft·Pr~ ... d Professional Blf!&. 75 Broad Street. Suite C, Westfield, MA 01085··413·568-0985 (0) 0986 (F) RE: Site Plan Approval Revisions To: Town of Agawam Building Department 1000 Suffield Street Agawam, MA 01001 HAND DELIVERED Attention: Mr. Dominic Urblnati We Are Transmitting to You: D Under Separate Cover VIA ~ Attached ~ Plans 0 Approval of Subcontractor 0 Copy of Letter 0 Specifications 0 Order on Contract 0 Photograpbs 0 Report 0 Original Drawings D Proposal :i. D Form D Other ~ % ~ t:n ("'l Number DWG.lRevision Drawing Description C> ~ --of Copies Date Number 7-\ s;. -~ cP <1"_ 12-28-10, :;. 1) ~ 1 Rvsd:4-S-11 FuJI Set Site Plan Approval Revised Plan Set .... k. 'V' ';' ("'l ~ ': These are Transmitted as Noted Below: !8l For Approval 0 Approved as Submitted o Resubmit __ Copies ror Approval 0 For Information 0 Approved as Noted o Resubmit __ Copies ror Distribution ~ For Action 0 For Corrections o Return _ Corrected Prints ~ As Requested 0 For Review and Comments 0 Remarks: Additional set of I!lans I!er ~our reguest Mr. Thomas Russo Jr. 0 !-< ., .£ Q, 0 U File # 100403 Robert M. Levesque, ASLA By: Note: If Enclosures are not as noted, please notify us at once. , White: Addressee Yellow: Project Notebook Pink: Main File Promenade™ Series -PRMN Updated: 01/2010 Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626369.2695 I www.aal.net Design patents. Copyright © 2010 Rev 01/2010 page 1 of 4 DATE lYPE • 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 .,.hII_ areaHghtlng Promenade™ Series -PRMN page 2 of 4 DATE TYPE Fixture 1 1. FIXTURE 0 PRMNV3 0 PRMNV5 0 PRMN H2 II PRMN H3 0 PRMN H4 0 PRMN H5 0 PRMN GR3 0 PRMN GR5 0 PRMN IL55 0 PRMN 1L85 Lamp/Ballast Color Options 2 3 4 Vertical lamp, IES cutoff, Type 3 reflector, includes glass 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, LOL lens. Specify 120, 208, 240 or 277 voll. -25'C min start temp. 85 watt induction lamp system, LOL lens. Specify 120, 208, 240 or 277 voll. -25'C min start temp. Mounting 5 36"/915mm x 19'/480mm DIA Wf:381bs IP: 54 EPA: 2.75 2. LAMP/BALLAST 0 50MH 0 70MH 0 70MHT6 0 100MH 0 150PSMH 0 150PSMHT6 0 250PSMH 0 50HPS 0 70HPS 0 100HPS 0 150HPS 0 200HPS 0 250HPS 50 watt metal halide multitap 120/277 volt ballast. Use medium base, EO-17 lamp. 70 watt metal halide 120/208/240/277 volt ballast. Use medium base, EO-17 lamp. 70 watt metal halide 120/277 volt ballast. Use G12 base, T-6 ceramic lamp. Not available with GR3/GR5. 100 watt metal halide 120/2081240/277 volt ballast. Use medium base, EO-17 lamp. Pulse start 150 watt metal halide 120/208/240/277 volt ballast. Use medium base, EO-17 lamp. Pulse start 150 watt metal halide 120/208/240/277 volt ballast. Use G12 base, T-6 ceramic lamp. Not available with GR3/GR5. Pulse start 250 watt metal halide multitap 120/208 1240/277 volt ballast. Use mogul base, ED-28 lamp. 50 watt high pressure sodium 120/277 volt ballast. Use medium base, EO-17 lamp. 70 watt high pressure sodium 120/208/2401277 volt ballast. Use medium base, EO-17 lamp. 100 watt high pressure sodium 120/20812401277 volt ballast. Use medium base, EO-17 lamp. 150 watt high pressure sodium 120/2081240/277 volt ballast. Use medium base, EO-17 lamp. 200 watt high pressure sodium 120/2081240/277 volt ballast. Use mogul base, ED-18 lamp. 250 watt high pressure sodium 120/2081240/277 volt 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. SOLD TO I PO# 1 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 01/2010 Promenade™ Series -PRMN Fixture 1 3. COLOR o AWT o BlK o MTB o DGN o DBZ -------_ .. o WRZ LamplBaliast 2 Color . Arctic Whl~ Black 3 ._---- Dark Bronze Weathered Bronze o BRM Metallic Bronze o VBl Verde Blue page 3 of 4 DATE TYPE Options Mounting 4 5 Ef-CRT --.. -.-. Corten .----------.---... -.-.--. o --M~lo __-~~-_=_ Matte _Aluminum ·------. ~:_~:=--=-:-:~=_..:..:=~:-=_-_ o MDG ____ .. _.__ MediumGrey ..... . . ___ ._ . ________ ._ ._. ____ _ '0-ATG At G __ . ___ " _... ________ n_lg~reen .. ____ ..... _ ....... _____ ... ____ ._._ .~ ·~~&PREM·IUM COLOR ----~~~~:d~r:~Al 4 digit color Il\lmb-;;r ---_-~.-==--.. =~~=- O' c;USTO~COlOFL. _____ ...£'Iease Qf<lvide a colorQ..~ for_fT1(jt9Il,i!JJ.L __ .... . . ______ . ____ . 4. OPTIONS CI CHC copper hOOd cover CI BHC CI BPS CI CHM o CYl o HSS CI LOL o QL CI QRS o 347 SOLD TO Brass hood cover 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 avaitable 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# 1 JOB NAME Approvals Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968 .5686 I F 626.369.2695 I www.aal.net Design patents, Copyright © 2010 Rev 01/2010 Promenade™ Series -PRMN Specifications HOUSING Slip over a 4"/100mm 0.0. pole 36"/915mm x 19"/480mm DIA WT: 381bs 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. Arm 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 bolts 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 oft and top coated with a thermoset super TGIC polyester powder coat finish. The finish shall meet the MMA 2604-02 performance specification which includes passing a 3000 hour salt spray test for corrosion resistance. EISA COMPLIANCE ML 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 Product(s) as intended by ML and does not cover any misapplication or misuse of said Product(s), or installation in hazardous or corrosive environments. Contact ML for complete warranty language, exceptions, and limitations. Poles -PR4 4" ROUND (RO) POLE DAM ANCHOROOlT PRO.re.CTlON J GROVT UNOER CONCRETE FOOTING eM1'~8A$E B'fOTHERS r eou CIRCLE: "LOCATIONS 10" APART , I ___ _ IWI ~ BOTTOMV\EW (INDICATES POlE IS LAYING DOWN WITH HANO HOlE FACING UfO) SlN<'"f; 1'1XTUfi;( 1oIC)I..IHl'W(l00000NUTlON eoTTOiA !/fEW liNDICATES POlE IS LAVVCl ~ WITH H,l.,WDHCt,E FACING UPI I:JOI..ionI.F f UTtlRf UOUNTN:) OAtt;NfATIQN 00""" """ 1'r.(l,oCATE:!).I'Ol.F. IS LA'y,~ lXl'o'iN ""(~HAt.I.!)H()i..E F~ V"I SOLD TO PO# I lOAn II~ PR4 BASE I POLElWALL I OPTIONS CATALOG NO. MAXIMUM AlLOWABLE EPA (MPH) BASE POLE OAH SHAFT Wi 85 90 100 110 120 130 140 150 OPR4 4RIO-125 10' (3.lml 4" RO x .125" 25 19.4 17.1 13.5 10.8 8.9 7.4 6.3 5.5 OPR4 4R12-125 12'J3.-7~) 4" RD)( .125" 28 15.3 \3.4 10.5 8.3 6.7 5.6 4.7 4.0 "---,-,---- OPR4 4R14-125 14' (4.3m1 ~.",£t.!? x .125" ----E ___ "0 . 12.3 10.7 8.2 6.3 5.0 4.1 3.4 2.9 OPR4 4R1IH25 16' ~4.9m1 4" AD x .125" 35 10.0 8.6 6.4 4.8 3.6 2.9 2.4 2.0 OPR4 4Rlo-226 10'@.lm) 4" AD x .226" 38 23.8 21 .0 16.7 13.5 11.1 9.3 8.0 6.9 OPR4 4R12-226 12'@.7ml 4" RD x .226" 44 19.2 16.9 13.3 10.6 8.6 7.2 6.1 5.3 OPR4 4R14-226 14' (4.3m1 4" AO x .226" 51 15.9 13.9 10.8 8.4 6.8 5.6 4.7 4.0 OPR4 4R16-226 16' 14.9m) 4" AO x .226" 57 12.4 12.3 9.4 7.3 5.7 4.7 4.0 3.3 OPR4 4RI6-226 18' (5.5m) 4" AD x .226" 63 11.7 10.0 7.5 5.6 4.3 3.5 2.9 2.4 OPR4 4R20-226 20' (S.2m) 4" RD , .226" 70 9.5 8.1 5.9 4.2 3.1 2.4 1.9 1.6 Note: Overall height is measured to top 01 pole. SPECIFICATIONS Base shall be cast aluminum #356 allOY, free of any porosity. foreign materials, or oosmetic fillers. Base casting shall be heat treated to a T -6 condition, and of uniform walt thickness. with no warping or meld sNfting. WARNINGS Caution must be exercised In the selection of a design wind speed wher1 the pole is to be installed in a special wind region (as indicated by the wind map) or in an area where wind speed is unpredictable. AAL recommends consulting a local engineer when the pole is to be installed in an area that may be subject to extreme weather and exposure. Poles instaUed on structures such as buildings and bridges may be subjected to vibration, oscillations. and other fatigue effects whk;h are not covered by the AAL warranty. The use of banners or other appendages can severely affect Ihe loading of a pole. No banner or olher appendage shoukl be attached to an AAL pole Lnless approved by AAL tt the products are to be used on an existing foundation or on other structt.A'8S, tna customer assumes all responsibility for the structural integrity of the existing foundation, anchorage or structures and all the c;onsequences arising therefrom. CAUTION Poles should never be erected without the luminairs installed. Warranty is voided if the pole is erected without the hxnioaire. The warranty is voided if the pole Is not grouted lIlder the 8Iltire base after installation. ANCHOR BOLTS shall be hot dip galvanized steel. Eight galvanized hex nuts and flat washers. and a batt circle template shall be provided. Anchor bolt for potes are 314" x 24" x 3", See options/accessories details on page 2. JOB NAME App'ovals I Architectural Area Lighting 16555 East Gale Ave I City of Industry, CA 91745 626.968.5666 I fax 626.369.2695 / www.aal.ne\ ReI: PR4.pdf copyric;t'l( 2005. design pat~ted Poles -PR4 4" ROUND (Ro) POLE OPTIONS I ACCESSORIES o FH Flag holder. (Specify location on pole) o FS1 Single weatherproof fuse holder. Fuse by others. o FS2 Double weatherproof fuse holder. Fuse by others. D LR Ladder rest. Slips over a 4n 0.0. pole o PCA-G Aotatabfe photocell housing. The photocell can be aimed away from stray light sources for an accurate setting. The phot~1 is also shielded 'rom light emissions from the fixtll'e. The housing slips over a 4"/100mm c.d. pole. a fixture or arm slips O't'er the 4-1100rnm a.d. tenon. Includes an internal twist lock receptacle, and an access cover with integral lens and stainless steel tether. Adds 4.5"/114mm to the overall height of the pole/fixture assembly. Prewired on the load side and line side for easy installation. Photocell by othors. o PCA·T Rotatable photocell hoosing. The housing slips over a 4'"f100mm c.d. pate. a fixture slips over the 4"/100mm c.d. tenoo.lnctudes an internal twist kx:k receptacle, and an access cover with integral lens and stain- less steel tether. Adds S"1125mm to the overall height of the poteJfixture assembly. Prewired on the load side and line side for easy installation. Photocell by others. o PCR Low profile twist lock photocell receptacle with cast pole cap top. Secures to the top of the pole with three stainless steel set screws. PIloIoceIl by o"""s. o PLT PIa"1I Hanger. For 4" o.d. poles. (,pecify location on pole) D RBC Cast aluminum receptacle housing, integrally welded to the pole. Includes a NEC approved clear weatherproof cover. Does not include a receptacle or internal wiring. O TEN 2 318" 0.0. X 4" Long. ARCHITECTURAL AREA LIGHTING www.aal.net 16555 East Gale Avenue· City of Industry, CA 91745 tel (626) 968·5666 • fax (626) 369·2695 Copyright ©200S Architectural Area Ughting. LAREDO ~~s~~~S. LED SYSTEM SPECIFICATIONS Intended Use: Cat.# Approvals Job Type ,~ perimeter or entry lighting for 1 0-15ft mounting heights that require high light output and maximum enerlJj efficiency. IJIAC lID prtMdes klw install_ OOSIs ';Ih little or 00 man"""" afId great enefgy saWl!I<. Ideal lor -. factories, hooI:ita~, warehouses afId rel,;1 awlcatOOs. Cons1ructlOll: DOCOOlINo die cast 011J1'in00l i'oosing onll_. P.Jgged design prolecls ioIemalC<ll11\lOOOl1lS afId IlfcMdes _ .... 1henml fTIIIl3!l'I1lOIlor long life. 70'11.1tJnen mainleronce 0150,000 hoLrs mmun. 600 series powder paim finishes provide_g awearonce n oot_ environments. f .. standard linOhes indude: Bronze, BI~ Gray, l\I1iIe afId Platinum. MtitiJIe q>t .... customize including a tool-free latch, which allows re-tamplng of HIO units from the ground, ptdocontrol for energy saYings, intregral ballast back'up baIteIy for floorescent uMs, fusing, quartz standly afId EM sockets lor remote power, lamps and lNo sIafIdard Iirishes. Optics: \.Ell: 18 ~ I'Ilwer lEDs del ... 2O:l'.l ~mens afId oomI>inatioo of q>licallenses OM rellectll!s del ... ligIlt in 0 rectangular patrem wih _11m 3 \0 1 max IlJ min unifomjty. SOOOKl70 rnllIDs provide exreI .... <XlIor rendililrl at 46 Uneros per watt. HIlICR: VerticallafT\l position (lamp is q>tiooal CH1 HIll and CFL lIlils) \If<Mdes maximum H10 pertormaoce and life. Standard, removable front shield on single lamp units, redoces fOlW3rd beam projecton while maintainirg lateral throw, if desired. 0IstriIIuI0n: Full cutoff distribulioo . flat glass anll q>Iica pr<Nide wkIe sprea:l with .., enWonrnenIa~ Irie<di Hght cootroI.1lA COfrIJ\ia'TI. --Wide _ of waItlge aOO sruces iOOI.dng lID, pUse SIM eIec1rolc metal hafide aOO fUlr""""" systems (see beIowj. lBI __ O.4AMPSmax A 8 c 16.0" 12.115· Optional battery lor emergency egress -12OV 0' V7V -provides 90 mlnul!lSl615 lumens (406 mm) (308 mm) 9.0" (229mm) Ii 7 'd. Three 112·1XlIlOOt IlIJs (Iq> afId sIdes), a1klw feed.lhru Sllface v.mg capabilly CH1 HD and CFL rJi\S. forn gaS<ellor sealing to SI!Mh sur1aces with two or ltv .. key slot cordigunw\. Moun1in9 \err!lIa!t "'kited. LED unils, ~gned with quick mount system to priMde ngid mollllng <Ml' recassed junctiorl boxes -fixture does not reqtJ.e opering for f11OlI1ting. UIIiIgo: listed and labeled 10 UL 1598 10' wet locations, 25" C arrllienlen';ronmef11s. U.S. Patent No. D563,587 ~w.nnty: One year HD & Cfl. 5 years lID ORDERING INFORMATION ORDERING EXAMPlE: LM(}I50P 8-1-11 I LNC I -LI _...,----1 I I Series WattagelSourceNoltage o I Finish o I Options ",SERIfS==:;:---;-;:-c,-==-WAJTASE/SOUIICEIVOLTASE WArT.4IlEISIJIIIITAGE RIIISH O/'TIOIIS IJIC laredo _urn Cutoff ===-=,c\.Ell:;:=,._-=..".... __ -==-:E::;LK==t:T=.=.=.,"'."'n=",:;=:;Ifj:7UJ1]"'IIIE"'''--1 Brooze PC(X)=~"--::Bu\1""""OII-=PI-IOtotor""--'ntroI-;-r--.pIace"-""x'--- 11lU-5K 44.5wUniversatVultage 70PS 7OwQuad-Tap" 2 Black __ ge,specifyl-1~ 120-277V 120,208. 240, 277V 3 Gray 2-208V, 3·24OV, 4-277V =",PUI.SE;=,:,:,Sl'-'''",RT~M=ET",''';:::..:H70A",UIIE",,,-_ IIJOE' S 100w Quad-Tap" 4 White ~TL::·,...-_.....".TO",uch"'7L",aIch:",!-, ]~boI=-fr8e=::Entry= __ 501' 9 SOW 1201277V 0uaI1'oIt 120,208. 240. 277V 5 Plati .. m LP=='~_,cla"""m"p",lnd"""uded==== __ lOP I 7rN1 Quad-Tap" ElECTIIOIIIC fLUORESCENT F(X)' Fusing reptaoe X _ voltage. =:-::--:;120""", 2508:;,:=:24O~, 2;;;77V:i-':o=c= ___ 42P 8 _ Quad-Tap" H2OV, 2-2C8V, 3-24OV,4-277V 70P 6 70w TrHap® 120, 277, 347V 120, 208, 240. 277V QSf" lime Delay Quartz stand by lOOPS l00wOuacHap' I4P'I84wQuad-Tap" sysIe!ntesslamp 120,208,24O,277V 277V EM'" DC Bayonet Socket 100P 6 100w TrHap'l20, 277, 347V =oiii'~i;;iii.i~~==--lfo, remote power by others) l00l'5100w48OV 11 70w EM1l''' MR11IMR16TwoPinSock8t :;;-UO~;;:-==:::-=::--1SOP 8 1_ Quad-Tap' 120,208,240, 277V 18 LEOs, 44_swalls, 2039 ==,-7.12",0,-" 208'2';;,24",0;-,' 2",7",7V,=:-::c= 70s 8 7rN1 Tri· T..,.120, m , 347V hJmensoutofflxture,5OOOf< l5OP6 1_Tri-Tap'120,277,347V 15058 15OwQuad-Tap' "'coIor.=70=CRf"'-____ 1501' 5 1_ 480V 120,208,240, 277V J 1)'1II ...... RIercIIm~faIld15t. I ffIItMp.....,. .. iIII~ __ dnired II'IItiIft! ltF -LPu,tn2.iJ'il:W ·lJIIf~lJIM~lJIS1~ J r...,., kItdi!It 4 1taII"~"'.nwtflIIICtlldl)'liIKtllPnopetl/$S_ ~_at 5 ~.,l!fJ....., .... ,....(/fSO...,.~I5 __ ~_4"FllWltI31·F. oVaiIIrIII""'.11Id1iMt/"""""'_~irT7'F.EJiIrQ~tMlIffldltrremt1le i """'fJrrdtIIIkJNI~/)IfIIo_r.-~2J3lIt:a01lMft1powenlJ'lll! 7 ....,.011....... , HUBBEU OUTDOOR LIGHTING 15058 l5OwTri-Tap"120,m,347V 15055 480V '*' lalrplblresr:lllt_lIIoe""' ....... RtMMiilJlaIptrItif!~ /or smIi Itdrn IIII,IIrIt /ftlrshl/l. 5OItlI«lHl ..... iII'I~III,~.lBl NotnablMIID."..,..,GR .... _ ..... '£0 .. ~'" 12V power by others) 2EMI2'" Two MR11 or MRl6Two Pin Sockets (for 12V power by others) aalJ.xxx'" __ 8atteryBacl<...." rated -4"1', 120or277V aoe-xxx' Emergency Battery Sack-u!), rated -D.c, 120 or 277V IQC.t.EO(X) LED Emergency 8attery proriding 615 lumens for egress on LMC18LU spoci1Y 1-12OV or 4-277V WWW-HUBBELLOUTOOOR.COM 3/1 1 REI'IACEMENr PART 7737101 PoIycarbonate lens Un~ Descriptioo IES File. 18 LED -Cle.r Lens LMG-laW~II.IES 150w Pulse Start wilh Shield LMG-150P-Q.IES l50W Pulse Start -Shield remo,ed LMG-l50P.IES l00w Pulse Start wM Shield" LMG-l00P-tSJ(S l00w Pulse Start -Shield re_ LMG-l00PJES TOw Pulse Start _ Shield" TOw Pulse Start-Shield removed" LMC-7OP.IES l50W HPS ~h Shield LMG-l5OS-CS.IES l50W HPS -Shield remo,ed LMG-l50S.1ES 42w Fluorescent wi1ll Shield 42w Auol ..... t -Shield removed 1MG-42fJES 2x42w Fluorescent -no Shield LMG-84fJES 'Output flM' magnetic pulse start or electronic ballast HUBBEU OUTDOOR UGHnNG WWW,HUBBElJJJUTDOOI_COM 3/77 Dial Before You Dig Gas, electric, telephone and coble television companies have underground pip~s and cables in ploces you'd least expect. Sa its a good idea for anyone who doffs any excavotlng to check beforehand to make surf) the~ is no danger 01 domaglng thfJS5 focl/ltlfJs. In facl. stols lows in Massachusetts, Nsw Hampshire. Rh()dtl Island and VtNmonl make It mandatory for anyone doing excavating wo'* ro notify uMity companies w~1 ohtMd of time. (Rhode Island and V"rmont require 48 hours prior notice and IhtJ oilier two stu/tiS require 72 hOl.lr5.) Th(l} utility componlt!ls /?C''H.! simplified this nolltical/on process by providing a tal/-free number. On" coil to this ·Oig Sals" 11n9 satisfies the law and enables wI of fhe utl7itles fo receive the information. In Massachusetts, thfl number /$ 1-888-J44- 7233. In Mo/n(l}, New Hampshire, Vermont and Rhode Island. the numb" Is 1-888-344-7233 If there ore underground facUlties in your area, the utility company will iri(;nflfy their location for you. This will e/imlnole In!! possibility of damage and save you the expenstl of costly repairs. So btl on the safe side and dial btJfore JA'u ~farf to dig. DIG SAFE • • G8 1 3-Parcel 260 Garden Street, Agawam, ZONE ITEM MINIMUM LOT AREA MINIMUM ROAD FRONTAGE MINIMUM FRONT YARD SETBACK MINIMUM SIDE YARD SETBACK MINIMUM REAR YARD SETBACK MAXIMUM BUILDING HEIGHT MAXIMUM BUILDING COVERAGE PARKING REQUIRED 1 PARKING SPACE FOR EVERY 300 s.F. OF GROSS FLOOR AREA ~ ADJACENT TO REs/DENnAL 1m1l\.AN~ .~ PlANNING· Ap"\ \ d ('-Joll . REQUIR£O PROVIDED 10,000 s.F. 96,069 s.F. 100' 118':1: 69':1: *15' 18':1: 534':1: J STORIES/45' 32':1: 50% 2.5% 7/1 H'CAP. SPACE 19/2 H'CAP. SPACES SITE PLANS AS PREPARED FOR T Russo Jr. Construction Company, Inc. 204 Suffield Street Agawam, MA 01030 SOURCE: USGS SPRINGFIELD QUADRANGLE, SCALE '"=600' ® DECEMBER 2010 BY RLA R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westfield, MA 01086 r1aland.com DRA WING INDEX T-1 nnE SHEET EX-1 EXlSnNG CONDmONS PLAN C-1 s/TE LA YOUT &r MA TERIALS. PLAN C-2 s/TE GRADING, DRAINAG£, UnUnES &' EROSION CON77?OL C-3 SITE LANDSCAPING C-4 s/TE ILLUMINA nON PLAN D-1 CONS77?UCnON LEGEND &r ABBREVIA nONS D-2 CONS77?UcnON NOTES &r DETAILS D-3 DETAILS 0-4 DETAILS D-5 DETAILS D-6 DETAILS D-7 DETAILS ARCHITECTURAL 1 of 1 BUILDING ELEVA nONS • • 12-28-10 4-20-1/ 12-28-10 4-20-1/ 12-28-4-20-1/ 12-28-4-20-1/ 12-28-4-20-1/ 4-20-11 12-28-10 -#-20-11 12-28-10 4-20-/1 12-28-10 4-20-11 12-28-10 4-20-11 12-28-10 4-20-/1 12-28-10 4-20-/1 12-28-10 4-20-11 12-29-10 4-20-11 e. NO If_9RJJ2li¥ERL[ SPRINGFIELD TURNVEREIN, BOOK 3293. PAGE 366 / OUTLET STRUCTURE /, / / / / / / NOW OR FORMERLY WEJJAL, LLC BOOK 16837, PAGE 363 PLAN 221. PAGE 30 \ \ "-\ , I - INC. / I I / I I 35.0' NOTES: I. 2. 3. 4 5. 6. PROPERTY LINES SHOWN HEREON ARE BASED UPON A PLAN OF LAND BY R LEVESQUE ASSOCIA TES, INC, DA TED JUNE 16, 2010. RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114. THE weTlANDS SHOWN HEREDN ~,£'RE FLAGGED AND LOCA TED BY R LEVESQUE ASSDCIA TES, INC. IN SPRING DF 20.10.. THE PREMISES SHDWN HEREDN, MA Y BE SUBJECT TO. RIGHTS AND EASEMENTS AS CDNTAINED IN THE VARIDUS DEEDS DF RECDRD DESCRIBING SAID PREMISES. THE LOCA TlDN AND EXTENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. CONTOUR ELEVA TlONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFDRMED BY R LEVESQUE ASSOCIA TES, INC. DURING THE SPRING DF 20.10.. THE ELEVA TlDNS SHOWN HEREDN ARE BASED DN THE NGVO 1929 DATUM. TEMPDRARY BENCH MARK TOP DF HYDRANT SPINDLE, ELEVA TlDN 193. 69. THE UNDERGROUND UTILITIES SHDWN HA Vf" BEEN LOCA TED FRDM FlELD SURVEY INFORMA TlDN AND EXISTING ORA fWNGS. THE SURVf"YDR MAKES NO. GUARANTEE THAT THE UNDERGRDUND UTILITIES SHDWN CDMPRISE ALL SUCH UTILITIES IN THE AREA. EITHER IN SERVICE OR ABANDDNED. THE SURVEYDR FURTHER DOES NOR WARRANT THA T THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCA TlON INDICATED ALTHDUGH HE ODES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FRDM INFDRMATION AVAILABLE. THE SURVf"YOR HAS NDT PHYSICALL Y LOCA TED THE UNDERGROUND UTILITIES. (PLEASE CONTACT DIGSAFE PRIOR TO. CDNSTRUCTION " 1-80.0.-344-7233). CONTRACTOR SHALL ALSO NOTIFY LOCAL UTILITY CDMPANIES TO MARK APPLICABLE UTILITIES. I I I I I I \ "-"- \ \ ,/ /' \-/' /' /' /' \ -,- /' /' /' /': /' I /' \ \ \ \ . \ I I . I POND , , , , NOW OR FORMERLY BRUCE & IRENE PROVENZANG BOOK 13613, PAGE 172 645.96' S 07'01'26" E I ';/' /. ;I u"; I ' ) I / : /,' 1 /< I ~ NOW OR FORMERLY JULIANN PROVOST BOOK 7997, PAGE 381 PLAN 280, PAGE 73 // / r--~//-_.J / / :~ 1:< / i q ! ",&i5 ! ;: / i 5/ ! / "<-r-I! / MHB o '" M HB o ® ® ~ -OHW- -GAS- -w - -SS- OPPOSITE STA. 34+30.00 LEGEND IRON PIPE FOUND BOUND FOUND GRANITE HIGHWAY BOUND (FOUND) WETLAND FLAG SOIL BORING LOCA TION TEST PIT LOCATION EXISTING HYDRAN T EXISTING TREE EXISTING CONTOURS PROPERTY LINE LlMI T OF BORDERING WETLAND UTILITY POLE VEGETATED SEPTIC MANHOLE/D-BOX STORM DRAIN MANrlOLE CATCH BASIN WAT~1=l VALV~ GAS VALVE EDGE OF TRAVEL WAY LIGH T FIXTURE & POLE OVERHEAD UTILITY WIRE GAS LINE WATER MAIN' SANITARY SEWER LINE 'f,/.~--II---,; MH RIM: 1 92.53 INV.:182.28 NOW OR FORMERLY DONALD H. & REBECCA A. :x: TRANSITION FROM GRANI TE ___ T~ BIT. CURBING ------------- VERMETTE BOOK 11413. PAGE 415 ----ofIEf-..-cs RliIA:192.66 -------------- END OF UMITED ACCESS MASS. HWY. LIO 6562 TBM MHB OPPOSITE STA. 30+74.27 TOP OF SPINDLE HYD. ELEVATlON-193.69 N.C.V.D. 1929 ---------- NOW OR FORMERLY JOAN M. MCMAHON MARY A. A VERY BOOK 11523, PAGE 68 --------------- NOW OR FORMERLY GARDEN PARK, LLC C/O CLARK DORE BOOK 17441. PAGE 78 ---------------~ R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westfield, MA 01086 rlalanD.com PREPARED FOR: T Russo Jr. -. Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: REVISIONS: PLAN PLAN qUPDATED PLAN PER PLAN. BD. COMMENTS DATE: 2-28·1 I 4-20·)) UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: I, , 'I, , ,I '1 o· 0 20' 40' RLA PROJ. NUMB I':R: 100403 ... " .. .- .. 51 TE INFORMA TlON FOR PROFESSIONAL BUILDING ZONE lTD! MINIMI.W LOT -<REA MINIMUM ROAD fRONTAGE MINIMUM FRONT YARD SETBACK MINIMUM SIDE YARD SETBACK MINIMUM REAR YIIRD SETBACK M,tXIMUM BUILDING HEIGHT MAXf,IfUM 8UILDING CO VER,t GE PARKING ReQUIRED 7 PARKING SPACE FOR E/ERY 300 SF. OF GROSS FI.OOR AReA REQUIRED 10, 000 5.F. 10,0' 35' 75' 35' 3 STORIES/45' 50% 7/1 H'CAP SPACE PROVIDED 96,069 SF. 1I8,:!: 69 ':!: 16 ':!: 534::t J2':t 2.5% 19/2 II'CAP SPACES ) I / " , --~ EDGE OF WOODS (T'fP) \ .~ PROPOSED CONCRETE [Q;~ _--.!.P~AIL:D~~'!!.C:E ENCL OSURE / W fiROPi.'5SEBl¥2x)D GUARD RAIL ~ FENCING (j-- I b51 -"p"''R'''OP'''0'''s.'''c.'''D~CONCRETe BUMPERS (T'fP) PROPOSED BITUMINOUS CURBING 4>-", It51 TYPE-2 (T'fP) CD \ '" ~ PROPOSED CONCRETE SIDEWALK (TO BE FLUSH W/fiNISH PA VEMENT) ~ I~ It71 PROPOSED H'CAP SIGN &: POLE , I: ~ Ig I BUILDING SETBACK LINE (T'fP) I I \ LINE LI L2 LJ L4 L5 \~ SEWER EA?EMENT DISTANCE BEARING S 07V1'26" E N 53'04'25" W N 89"26'47" W N 0,0,"33'13" E S 89"26'47" E LINE L6 L7 GRAOING EASEMENT Q/:>. T A Net:. BEARING N 89"26'47" W N '55" E LIMIT OF PROPOSED SEWER EASEMENT (2, E/U/:f;t: ;:,: t.) J I t51 PROPOSED PROPOSED BITUMINOUS CURBING T'fPE-2 (TYP) I GRANITE TO BIT. CURB!NG / / I 'v I "'I ! / . , LA YOUT NOTES I. 2. 3. 4. SiTe CONTRACTOR SHALL REFER TO SHEET 0 -1, 0-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA TlON REGARDING SI Te LA YOUT. IT SHALL BE THE SiTe CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMA liON CONTAINED IN OTHER SHEETS WITH SITE INFORMA liON SHOWN HEREIN PRIOR SUBMITTING THEIR BID FOR CONSTRUCTION, THE SITE CON7l?ACTOR SHALL COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE SAID SPECIFICA TlONS WITH THE PROJECT PROPONEN T AND LANDSCAPE ARCHITeCT/ENGINEER. SHOULD THE SITE CON7l?ACTOR FAIL TO COMMUNICA TE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESUL TlNG FROM SAID DISCREPANCY. ONCE DRAINAGE SYSTeM IS INSTALLED AND AJNCTIONING, R LEVESQUE ASSOCIA TES, 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 ADJUSlMENTS TO THE DRAINAGE SYSTEM TO BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. ACCESSIBILITY NOTES: I. ALL ACCESSIBLE ROUTES TO PROPOSED BUILDING, INCLUDING ALL EN7l?ANCES TO BUILDING, SHALL AOHERE TO 521 CMR. 2. SHOULD THE ARCHITECT PROVIDE ADDITIONAL ENTRANCES OR MEANS OF EGREss. ADDITIONAL ACCESSIBLE ROUTES MA Y BE f?£QUfffeD. 3. IT IS THE RESPONSIBILITY OF THE CON7l?ACTOR TO NOTIFY THE ENGINEER AND LANDSCAPE ARCHITECT OF AN Y CHANGES TO THE PROPOSED BUILDING, THAT WOULD ARTCT THE ACCESSIBILITY REOUIREMENTS OF THE PROPOSED SITE. 4. THE CONTRACTOR SHALL REVIEW IN DETAIL THE REOUIREMENTS OF 521 CMR AND SHALL BE RESPONSIBLE FOR CONFORMANCE WITH SAID REGULA TlONS. "\\ I ;51 PROPOSED BITUUlNOUS PA VEMENT (TYP) / ! 1RANSITION FROM GRANITE TO 81T. CURBING \ t:t PROPOSED CONCRETE SIDEWALK W/RAILING 1571 PROPOSED CONCRETe STAIRS W,/1?AILING (PER BUILDING CODE) UMIT'OFPROPOSEO W 'CRAOiNC'" FLOW EASEMENT (I,B05:tS.F.) PROPOSED PAINTED 7l?ArnC ARROWS (T'fP) L-7 0 • " " 0; "'>IPLANTER "i ~ ". . . . 4 " ~ . " "i PROPOSED PROFESSIONAL BUILDING (2, 040, s.F.) .' PLANTER '" "i ~ -- '. I I I I I I j ! ! / ! i --)f-f! f ! , I , I , f , , J / , ! SITe CONTRACTOR TO PROTECT EXISTING PIN/MONUMENTS (T'fP) MHB OPPOSITE STA. 30+74.27 cr-J,L_----i----f/--Jr"---PROTeCT EXISTING ARE ~' HYDRANT (TBM) ~~~~~~f--+-~~-it--~'::"'-+---f----t---l'---I-r---PROPOSED H'CAP RAMP I t51 24.0,' 5.0' t=;;==-1--:Z:;/~;;;;;;;;;~~~tJ-tri;---J~f-----PROPOSED MONOLITHIC CONCRETe 1151 t SIDEWALK ® 2.5' 18.0' PROPOSED EDGE OF WOODS (TYP) PROPOSED BUILDING IS PARALLEL TO SIDE PROPER TY LINE 9.9' [1QJ PROPOSED CONCRETE ~ PAD/SIDEWALK W,/1?AILING (PER BUILDING CODE) W PROPOSED CAPE COD BERM ~ (THIS SECTION ONLl1 rr----:f(~'.!...--1iI------SAWCUT &: MATCH EXISTING i / ! / f . I I , I it Ii f, H • ., fj jf if " If ,J ., f/ • If it " i I I ! i J J i I i I EDGE OF PA VlNG &: REMOVE BIT. CURBING AS REOUIRED NOTES: THE ARCHiTeCTURAL BUILDING FOOTPRINT SHOWN HEREIN IS BASED ON A FOUNDA TlON &: FLOOR PLAN BY D.J.P. HOME DESIGN SERVICES, LLC, DA TEO 3-6-11. ANY SUBSEOUENT PLANS OR REVISIONS HA VE NOT BEEN INCORPORA TED UNLESS EXPRESSL Y STA TED IN THE REVISION BLOCK SURFACE DRAINAGE AND UTILITY STRUCTURES ARE NOT SHOWN ON THIS PLAN. FOR SAID STRUCTURES SEE PLAN C-2. i. f3fWf3fffT'f LINg SfiDWN Itf}ffDN A}ff fJA§fD UPDN A PLAN or LAND BY R LEVESQUE ASSOCIA TE5, INC, OA TED JUNE 15, 2010. RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 714. 2. THE WCn.ANDS SHOWN HEREON WERE FLAGGED AND LOCATED BY R LEVESOUE ASSOCIA TeS, INC. IN SPRING OF 2010. J. 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 TION AND EXTENT OF SAIO RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. 4 CONTOUR ELEVA TlONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SUR VEY PERFORMED BY R LEVFSQUE ASSOCIA TES, INC. DURING THE SPRING OF 2010. 5. THE ELEVA TlONS SHOVtIV HEREON ARE BASED ON THE NGVD 1929 OA TUM. TEMPORARY BENCH MARK TOP OF HYDRANT SPINDLE. ELEVA TlON 193.59. 6. THE UNDERGROI.fND UTILITIES SHOWN HA VE BEEN LOCA TED FROM AELD SURVEY INFORM A TlON 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 SURVEYOR FURTHER DOES NOR WARRANT THA T THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICA TED AL THOUGH 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 UNDERGROUNO UTILITIES. (PLEASE CONTACT OIGSAFE PRIOR TO CONSTRUCTION @ 1-800-344-7233). CON7l?ACTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UTILITIES. PERMITTING !. R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box640 Westfield, MA 01086 T Russo Jr. Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 rSSUANCE IlATE: 12-28-10 REVISIONS: B)UPDATED PLAN PER DPW & MASSDOT COMMENTS DATE: 4-05-1 ] UNAUTHORIZED ALTERATION OF THIS DOCUMENT 18 A VIOLATION OF MASSACHUSE'l'rS STATE LAW SCALE: I' , 'I-,~ , , I 10' 0 10' 20' RLAPROJ. NUMBER: 100403 DRAWING # . " / NOTES: I. PROPERTY LINES SHOWN HEREON ARE BASEO UPON A PLAN OF LAND BY R LEVESQUE ASSOc/A TES, INC, DA TED JUNE 16, 2010. RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114. 2 THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCATED BY R LEVESQUE ASSOc/A 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 SAIO PREMISES. THE LOCA TlON AND EXTENT OF SAID RIGHTS ANO EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. 4 CONTOUR ELEVA TlONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOc/A TES, INC. DURING THE SPRING OF 2010. CONTRACTOR TO PROVIDE" A VACUUM AND INFILTRATION TEST FOR THE PROPOSED SANITARY SE"WE"R LlN£ AND MANHOLE", ALONG WITH A PRE"SSURE TE"ST OF THE" PROPOSfO SANITARY SEWER FORCE" MAIN. THESE" TE"ST ARE TO BE" MADE IN ACCORDANCE" WITH THE DEPARTMENT OF PUBLIC WORKS SPE"CIFICATIONS AND SHALL BE MADE" UNDE"R THE DIRECTION OF THE" TOWN E"NGIN£ER. THIS PLAN IS PROVIDED AS A BASIS FOR THE INITIAL SEDIME"NTA TlON AND EROs/ON CONTROL MEASURES, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO UPDA TE AND E"XPAND THIS PLAN AS SITE" CONDITIONS DICTA Tf. IT IS THE" CONTRACTOR'S RESPONSIBILITY TO PREVfNT THE OCCURRENCE OF SILTATION TO WETLAND RE"SOURCE" ARE"AS AND THE" MOVEMENT OF SEDIMENT BEYOND THE SITE" BOUNDARIES. PLEASE NOTE A NPDES STORMWA TER POLLUTION PR£VfNTlON PLAN IS REQUIRED PRIOR TO THE START OF CONSTRUCTION. 5. THE ELEVA TlONS SHOWN HEREON ARE BASED ON THE NGVO 1929 DATUM. TEMPORARY BENCH MARK TOP OF HYDRANT SPINDLE. ELEVA TlON 193. 69. 6. THE UNDERGROUND U TlLITI£S SHOWN HA VE BEEN LOCA TED FROM FIELD SURVEY INFORMA TlON AND EXISTING ORA WINGS. THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN 77-IE AREA, El77-IER IN SERVICE OR ABANDONED. 77-IE SURVEYOR AJRTHER DOES NOR WARRANT 77-IAT 77-IE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION ALL SIOEWALKS SHALL HA Vf A 1% MINIMUM SLOPE". IJ.QJL. INDICA TED AL THOUGH HE DOES CERTIFY THA T 77-IEY ARE LOCA TED AS ACCURA TEL Y AS POSSIBLE FROM INFORMA TlON AVAILABLE. 77-IE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. (PLEASE CONTACT DIG.SAFE PRIOR TO CONSTRUCTION @ 1-800-344-7233). CONTRA CTOR SHALL ALSO NOTIFY LOCAL UTILITY COMPANIES TO MARK APPLICABLE UTILITIES. TEST PITS #TP-l1, TP-12 & TP-IJ WHERE PERFORMfO ON MARCH 17, 2011. \ \ '\. \ \. Ti:(.'.t\~~~.:!T!();~ C':':i·";',~ r~':(;;~-:i \. ' " '. " ' ' ,I'" v ' .,-". \ \ \ \ .\ \ .\\ \ \ rI"l PROPOS£D SMH , \ I.., \ '<, "\ '\ \ [i2~r '<., RIM~190.9 , ' , \ , \ \ \ \. \ \ \ \ \ \ ' \ "\ \ \ INJI. IN= 182. 34 \. I. I "~ .. \ \ \.\ " \ ' \ \ \\ . \ \ \ \, \ 'INV.IN-182:,J4(STl/B) I, \". 1\ \~, \ \. \ \ \ I, \ \\ \ ',. \ , \ \ \' \ ' \ \ \ \ ' INV. OUT"J82,24 \, I 'I \, \ \ \ \ \ \ ',' \' \ \ \ I, \ \ \ \ PROPo,SED SEWER EASEMENT ... \, \\\\ \ 'f>o. "'" \ ., \ \ " \, " \ \, \ \ \ \ \ \ \ \ \ \ \ TO c(JORDINATE W/GA~ COMPANY "" \.. \ \ \ I, <, \ ".... \ \ \ \ \ \ \ \ \ ,I. I \ 1,. \ \5 \ '. ' '\' ' PROPOSED 1.5" DIA PVC SRQ-21 FORCE 'MAIN FROM BASEMENT \ \ I I \ \ \ \ \ '~. \ \ 'I \ SEttER/GRINDER PiYMP TO NE~ SMH, SEE ARCHITECTURAL PtANS \\ I,., \ \ \ \ .'8.\ \ \ I" " \\, \. '\ \, \ \ \ \ \ \ \ \ \FORPUMPD£TAIL~ \ []] PROPOSED EROSION \ ~ \ ,\ " \ PROPOSE(D IS'W SNqW £AS£MENT \ I"QiJ DOUBLE BARRIER \ \ \ '\ \ \ \ \ \ \ \ 1'0," HOPE Ovit(FLOW MANIFQLD " :i , \' \' \ \ \ \ " \ \CONNECTED AT CR"OWN OF CUL\TEC CHAMBER~ / / / ~ " ~ \ ' \ \ \,\, \, \ \,. \\ \\\ \ I. \ '. \ \ '(:LEANO~T/!NSPE~'r10N PORTS (,TYP) " "" "--.....-. ~ \ \ " \ \ \ (SEE DETAILS) , ~~~;~~~r~;"""""'.=I"_~~m.~ __ ~"Z~~~=4~.....:~1f£1~JJ/,~~~-.1.-~0.'" \ \ \ \ \ , B~RRIJr NE£QED TO 'PREVENt TRIP NAZARD \ \ /,,0/ / "," '-_,-' .• --' I \ \ . W ' \ \ \ (SEE Aj?CHlTE() Tl/RAL 'f'LANS) \ \ .. ' -~~ \ "\ (£I] 8" DIA. ADS YARD DRAIN, '\ \ o ~ --. _-'-~~ '---.. ...... "'. '. \ \ 'CONTRACTOR TO TIE INTO ROOF LEADER DRAINAGE I \ \ \\ --.-' ~~~ I \, \ \ (8" PVC DRAIN, MIN. SLOPE I%) '. \ \ . ...... . ....::::-,!::;,/~<-\ \ \ \ \ I \ \ \RIM= 'e 48 ';; \i:!.MI T OF WORl\ .'#/ " ~ \ \ \ PRI?Pi)SFD ZO' GRADING EA~>£M,£N',T-, \ \ ~~, \ \ '\ I '. " \, ,""":\--*''-.. .'. \ ' ' . -1 "~ . 1'\ AP~L Y E~OSIJN \ ~LAN;£T \ -\ --+- """ / / / 04 AFTER GRADING &-SEEDING (USE NO. \ AMERICAN GREEN OR EQUAL) 1 \ \ ~ .• I . }4"\ ~~ J CONCRET£ SIDEWALK TO BE FLUSH ~ .. / W/F!NISH PA VEMENT \ ~/~---.-.~/ ... ) \ \\.\ \ \ ( (---10' HDPE OVERFLOW I , : i I , , \ \ \ GRADING NOTES CONTINUED: GRADING NOTES' 9. 10. 11. 12 ON-SITE SOIL CONDITIONS FOR ALL SUBSURFACE STORMWA TER SYSTEMS MUST BE EVALUATED AND CONFIRMED BY D£SIGN ENGINEER PRIOR TO CONSTRUCTION. CONTRACTOR TO PROVIDE CLEANOUTS A T EACH BEND FOR THE PROPOSED ROOF DRAIN PIPES. CONTRACTOR TO PROVIDE 4" DIA. PERFORATED PVl:' PIPE AROUND N£W BUILDING FOUNDA TlON, SEE D£TAIL #6/D3. FLOOR DRAIN ALONG WITH A OIL AND WATER SEPERATOR TO BE PROVIDED IN BASEMENT STORAGE AREA. THE UNIT IS TO CONNECT TO THE PROPOSED SEttER LINE AND TO BE SPECIFIED AND SHOWN ON THE ARCHITECTI/RAL PLANS. I. 2. 3. SITE CONTRACTOR SHALL REFER TO SHEET 0-1, 0-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORM A TION REGARDING GRAOING, DRAINAGE. UTILITIES & EROSION CONTROL. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REF£R£NCE INFORMA TlON CONTAINED IN OTH£R SHE£TS Wl77-I GRADING, DRAINAGE.; UTiLlTI£S &-EROSION CONTROL INFORMATION SHOWN H£R£lN. ACCESSIBILITY NarES- PRIOR TO SUBMITTING A BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICA TE ANY DISCREPANCIES BETWEEN 77-IE PROPOSED D£SIGN AND THE SAID SP£C/FICA TlONS WITH THE PROJ£CT PROPONENT, LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICA TE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCR£pANCY. /. 2. J. 4. \ \ ALL ACCESSIBLE ROUTES TO PROPOSED BUILDING, INCLUDING ALL ENTRANCES TO BUILDING, SHALL ADHERE TO 521 CMR. SHOULD THE ARG.HITECT PROVIDE ADDITIONAL ENTRANCES OR MEANS OF EGRESS, ADDITIONAL ACCESSIBLE ROUTES MAY BE REQUIRED. T IS THE RESPONSIBILITY OF 77-IE CONTRACTOR TO NOTIFY THE ENGINEER AND LANDSCAPE ARCHITECT OF ANY CHANGES TO THE PROPOSED BUILDING, THAT WOULD AFFECT THE ACCESSIBILITY REQUIREMENTS OF 77-IE PROPOSED SIT£. THE CONTRACTOR SHALL REVIEW IN DETAIL THE REClUIREMENTS OF 521 CMR AND SHALL BE RESPONSIBLE FOR CONFORMANCE WITH SAID REGULA TlONS. \ 1 I , i / if • 4. 5. 6. 7. 8. FOR PROPOSED STRUCTI/RES DETAILS SEE DETAILS SHEETS PROVIDE SlL T SOCK TO CA TCH BASIN RIM, TYPICAL. CONTRACTOR TO PROVIDE SANITARY SEWER CLEANOUT AT BENDS IN PIPING AS WELL AS FOR EVERY 100 FT. OF LA TERAL. CONTRACTOR TO CONFIRM EXISTING SANITARY SEWER MAIN IN ROAD MA TERIAL PRIOR TO CONSTRUCTION. ONCE DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONING R LEVESQU£ ASSOCIA TES, INC. (RLA) WILL CONDUCT POST CONSTRUCTION ANAL YSlS OF THE DRAINAG£ SYSTeM DURING ACTI/AL STORM EVENTS TO DETERMIN£ THE FUNCTIONALITY OF TH£ INSTALLED DRAINAGE SYSTEM DURING SAID £VENTS. SHOULD TH£ DRAlNAG£ SYSTEM NOT FUNCTION AS D£SlGNED UND£R REAL WORLD CONDITIONS RLA WILL RECOMMEND ADJUSTM£NTS TO TH£ DRAINAGE SYSTEM TO BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. '-'-'- , I I , i CONTRACTOR TO PROVIDE BENT TO DIRECT FLOW FROM FORCE MAIN TOWARDS OUn.ET \ PROPOSED 8" DIA. SDR 35 SEWER I I , ! , • I i , , . ; '" j 'j , I ;- ~ J/ r" ! ! ! ! I i I J I I ~ UN£. MIN. 1% SLOPE ./ '".... "TF J.\!~ ::~: '~i C ~,~ f" r~ U \f r.-,; r:: !\>: I-T.", T(; L~!T ~·;L:;~l:.)itJr.~ RIM: '92.66 .---·r;QNTRACTOR TO SAm:'UT EXISTING ROAD &- CURBING FOR NEW SEttER LINE AS REOUIRED, PER TOWN &-MASS. HWY. REQUIREMENTS (PATCH & REPAIR ROAD & CURBING TO MA TCH EXISTING) ~~~=-·1--1f1-7L-·--·-·-·-~R~iM~: 191.1 4 INV.: 181."l0 PROPOSED INV. IN-181.8 PROPOS£D 1.5" DOM£STlC WATER SERVICE FROM EXISTlNG MAIN IN smEET TO NEW BUILDING AS SHOWN, CONTRACTOR TO COORDINATE W/AGAWAM DPW ,,--END OF LIMITED ACCESS MASS. HWY. L/O 6562 MHB OPPOSITE STA. 30+74.27 : . i CONNECTED A T CROWN OF ~ , CUL TEC CHAMBERS \ \ T' . \~ \ \ \ \ \ CLEANOUT/lNSPECTION PORTS, ;-;lrt8f~jt.fH~;JP~-LJi \ (TYP) (SEE DETAILS) i ,~J~~:~~t=~t~~t:::~-----~ CONTRACTOR NEEDS TO RELOCA TE FIRE HYDRANT (PRIOR TO RELOCA TlON CONmACTOR TO CONTACT R LEVESOLIE ASSOCIA TES, INC, TO mANSFER IBM LOCATlON) fiil i \ . W +--ir"'W -,,-\....L (MIN. SL OPE 1% TYP. \ \ \ ... l 1---- .... _--- :-t-t---------·COWTl~ACTOR TO SAWCUT EXISTING ROAD &-CURBING FOR NEW WA TER/GAS LINES AS R£QUIRED, PER TOWN &-MASS. HWY. REQUIREMENTS (PA TCH &: REPA IR ROAD &-CURBING TO MA TCH EXlSTlNG) PRO;OSED 6 " DIA. p~ DRA/~ p)J£~\1~~~n~~~~~~\\:".;--~_j! \ ! ~!: 5 CL£ANOUT/!NSPECTION paR ~l~nffi~~~;~ti! E-.,. (TYP) (SEE DEIA".~/ ~ ),78.25 \ \ 1 [j' I • , .. ;" .. .........-PROPOSED WATER SERVICE SADDLE &- SHUTOFF VAL VE FOR NEW WA TER SERVICE. CONTRACTOR TO COORDINATE W/AGAWAM DPW '1\ --''(FE=188.33 f5 I 'BFE=178.$4 ~ PROPOSED EROSION COIv1R&;-J.-111[ I \ 12"' 9'5 CONTRACTOR TO VERIFY GAS LOCA TlON PRIOR TO CONSTRUCTlON DOUBLE BARRIER 17814 1::::;~,;:~jJ~f----~lt~~~:~~~§§~~~~~§~11--i~~+ __ t _____ _ "iJ IT' JI~I U~~~~~~~ lJ;.h;"y,::I'ln \ ~ .1 i1lCDS WATER QUALITY mEATMENT IN ~~i~~~;~~~~=':f ~~!rf~ff~~~i£~fi~~~~~~~ -----CONTRACTOR TO ENSURE ROAD WATER [QIJ MODEL CDS2015-4 W/GRATED COVER ~ -/7.il~ FROM GARDEN STREET DOES NOT ENTER RIM=176.7 ~1,.;", ... ~~"'0~~~ PROPOSED SITE INV=172.1O PROVIDE SIL T SOCK TO COS UNIT RIM (TYP) \Bl FES [.QiJ INV=I74.0 w;l?tF ~t.P STlLLlNG BASIN DMH-I OVERFLOW STRUCTURE en RIM=176.6 [QIJ INV IN=172.05 INV IN=172.05 INV OUT=174.20 INV OUT TO BE EQUIPPED Wl77-I ELBOW STAND PIPE OPENING CUT TO ELEV=175.3 CUL rEC SUBSURFACE STORMWA TER INFIL TRA TlON SYSTEM CUL TEC R-V8HD CHAMBERS W 3 ROWS-54.! 7' LONG [QI] EMB£DDED IN A 56.17'X18' STONE BED BOTTOM OF BED ELEV=171.4S INV IN= 171.95 4' P lit;' DRAIN PIPE TO CONNEC T TO FOUNDATION DRAINAGE (MIN. SLOPE 1% TYP.) BARRIER NEEDED TO PREVENT TRIP HAZARD (SEE ARCHITECTI/RAL PLANS) []JCDS WAIDi' QUALITY TREATMENT UNIT [fQJ MODEL CDS2015-4 W/GRATED COVER RIM=187.1 INV=182.70 LIMIT OF WORK ) CAPE COl)-l BERM 1 d21 RIM=188.3 INV IN (12" HDPE)=182.11 INV OUT (12" HDPE)-182.01 DMH-2 III OVERFLOW STRUCTURE c&J RIM=188.2 INV IN (12" HDPE)=182,6S . INV OUT=18J.4.0 INV OUT TO BE EQUIPPED WITH ELBOW STANO PIPE OPENING CUT TO ELEV=185.8 I / CULTEC SUBSURFACE STORMWATER INFILTRATION SYSTEM CUL TEC R-330XL CHAMBERS W 3 ROWS-35' LONG [QI) £MBEDD£D IN A 37'X16' STON£ B£D BOTTOM OF BED ELEV=181.47 INV IN=181.97 INV OUT=181.97 , , I , , i J . '- ! i!I I • f ! j • I , i ! i ;. , j " I I '<., , I j , , 5: .. " \. ... -,-j I , I ,f , (l..~ '2 "'\. I '--.. + : / I , I , ,I. .-' 1 ! J ~ ~ ~ , J f '-'> ! it I : , I ' ~ I ! / . , / , *' ~l I I .1i, 7j • I i I : I TEMPORARY CONSTRUCTION ENTRANCE m [E] PROPOSED UTILITY POLE FOR NEW ELECTRICAL &-COMMUNICA TlON SERVICE. CONTRACTOR TO COORDINATE W/LOCAL UTILITY COMPANIES TEST PIT #12 TEST PIT #13 LS 13-21" , / S 21-96" S 0-13" 13-22" 22-104" LS S s SHGW=NONE OBSERVED SHGW=NONE OBSERVED TEST PIT LEGEND LS LOAMY SANDS S SANDS SHGW SEASONAL HIGH GROUND WATER PERMITTING R LEVESQUE ASSOCIATES, TNC I"and Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413,5680986 75 Broad Street, Suite C P.O, Box 640 Westfield, MA 01086 rlaland.com PR E PARED FOR: (/) o 0... o I-< CI.; 00 Cj TRussoJr. " " ..... n) n) H ..... VJ ~ n) "d H Cd Cj o \0 N Con s tructio n C o ., Inc. '.-- 2 0 4 Suffield Str eet Ag a wam, MAOI030 .. 12·28·10 REVISIONS: DA TE: C)UPDATED PLAN PER NEW RLDC, D2-g·11 FOOTPR1NT UNt\U"f"1l0RIZl,D I\LTLRt\T!O\ 0 1: THIS DOCUMENT IS A VIOLATIO N OF MAS SACHUSElTS STATE LAW SCALE: N~ORTI{ \, I' "I I " 1 ,i < 2. 10' 0 10' ::'0' RLA PRO'. KU MBER : '00 40 3 DRAWING # C· 2" ':'1 . . ~ " ,., .\' . " . "4-.~1 ,~_ "-~ ,",,..,~. , , ~ " \ " ,~I' , '., • • .' .. .-- .. ... BH2 KP PLANT LIST 14 1 13 PERENNIALS VARIEGATA \ , '\ '\ '\ \ \ \ BLUE BLUE PRINCE HOLL Y ROSE , '\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ BLACK REINFORCED RUBBER HOSE (ABOVE FIRST BRANCH) 71fREE STRANDS OF ,flO GAUGE TlMSlED GAL VANIZED SlEEL IMRE GAL VANIZED EYE AND TURNBUCKLE 2"X2' UNPAINTED CEDAR STAKE (3 STAKES PER TREE) TIGHTEN AS SHOWN. ' [..i---+I-+l---TREE WRAPPING PAPER TO SECOND BRANCH. TREE SHALL BE SET A T OR I" ABOVE 71fE ESTABLISHED FINISHED GRAD£. 3' PINE BARK MULCH SLOPE TO FORM SAUCER. UNllE AND ROLL BACK BURLAP FROM 1/3 OF ROOT BALL (MIN); =,L.~Z#ta;iZa.b.cl:J:zz;~m~:::::::~/F SYN71fEllC WRAP IS USED, ~ REMOVE COMPLETEL Y. 4:::r=~~~1 H'-----PLANT BACKFILL MIXTURE. '* LM1Ell~~ ~~~IIJ---'f#M"fll;r/,-N~Nfjlll'.! 1 ~ 'P:btffJACT 18[2 '1 if-r---_ EXISllNG SUBGRADE 12 VARIES 12" 1 TREE PLANTING NO SCALE PLANT AT 71fE SAME DEP71f AS PREVIOUSL Y GROWN. ~-3' PINE BARK MULCH UNllE AND ROLL BACK BURLAP FROM 1/3 OF ROOT BALL (MIN); IF SYNTHETIC WRAP IS USED, REMOVE COMPLETEL Y. SLOPE TO FORM SAUCER. ~.c:::.~2::Z;;'7Z~:.:£dla.;;~12z~::::S>= PLANT BACKFILL MIXTURE. 12"M~ 2 12" VARIES MIN. ~ SCARIFY EX/SliNG SOIL &-BLEND ./ WITH PI ANTINr. wx ,. 1 ANO COMPACT. ~---EXISTING SUBGRADE 12" MIN. SHRUB PLANTING NO SCALE \ i \ \ \ \ \ \ '\~ \ \\ \ \ 1 \ \\\\\1 \9>\ \\ \ \ \ \ \ '\ \ \ " _1 \ \\\ \\\\\ \\\ \ \ \ \ \ \ \ \ \ / I \ \ \ . / \ \ , " \ \ . \ "" \" "o~ \ / ! I ANOSCAPE NQ TES; I. SITE CONTRACTOR SHALL REFER TO SHEET 0-1, 0-2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMA TlON REGARDING LANDSCAPING, 2. IT SHALL BE 71fE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMA TlON CONTAINED IN 071fER SHEETS 1M71f LANDSCAPE INFORMA TlON SHOWN HEREIN. 3. ALL SITE PLANTINGS ARE TO MEET OR EXCEED 71fE MINIMUM SPECIFICATIONS DETAILED IN 71fE AFOREMENTIONED NOTES, IT IS THE CONTRACTORS RESPONSIBILITY TO ACQUIRE 71fE SPECIFICATIONS FOR EACH INDMDUAL PLANTING. 4. 71fE LANDSCAPE PLANTING SCHEME SHOWN REPRESENTS THE MINIMUM NECESSARY TO FULFILL 71fE INTENTION OF 71fESE PLANS, ADDITIONAL PLANTING WILL BE REQUIRED TO SELECTIVEL Y FILL VOIDS, LANDSCAPE ARCHITECT RESERVES 71fE RIGHT, SHOULD IT BE REQUIRED BY FIELD CONDITIONS, TO UPWARDL Y MODIFY THE PLANT QUANTITIES. 5. PRIOR SUBMITTING 71fEIR BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICA TE ANY DISCREPANCIES BETWEEN 71fE PROPOSED DESIGN AND SAID SPECIFICAllONS 1M71f 71fE PROJECT PROPONENT, LANDSCAPE ARCHITECT,/ONGINEER, SHOULD 71fE SITE CONTRACTOR FAIL TO COMMUNICATE ANY OISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESUL TlNG FROM SAID DISCREPANCY. 6. LANDSCAPE CONTRACTOR SHALL HA VE EXCA VA TlNG CONTRACTOR MARK ALL UNDERGROUND UTILITIES AND AS WELL DIG SAFE SITE PRIOR TO ANY PLANllNGS, LANDSCAPE CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND PROJeCT PROPONENT IF ANY CONFLICTS ARISE ANO STOP ALL WORK UNTIL CONFlICT IS RESOL I-E"D. 7. IRRIGATION SYSTEM LIMITS FOR LAWN AREA TO BE OETERMINED BY OWNER. 8. ONCE DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONING, R LEVESQUE ASSOCIA TES, INC (RLA) IMLL CONDUCT POST CONSTRUCTION ANAL YSIS OF 71fE DRAINAGE SYSTEM DURING ACTUAL STORM EVENTS TO DETERMINE 71fE FUNCTIONALITY OF 71fE INSTALLED DRAINAGE SYSTEM DURING SAID EVENTS, SHOULD 71fE DRAINAGE SYSTEM NOT FUNCTION AS DESIGNED UNDER REAL WORLD CONDITIONS RLA IMLL RECOMMEND ADJUSTMENTS TO 71fE DRAINAGE SYSTEM TO BE IMPLEMENTED BY 71fE OWNER/SITE CONTRACTOR. \ \ \ \ \ \ I \ '\ \ \ \ i ' \\\\ 1\\' ,I \ \ "---\\1\ 11\\ '\\'\\ \ \ ~~~~~~~~~~~~~~~--------~~~~~~~~~~~~~~~~II \ \ \ \ \ \ \ \ \ \ \ \ \ I \ \ \" \ \ \ '\ V \ \ \ \ /'''-\ , f ~' ( I \ \ \ \ , • PROPER TY LINE \." \ MULr A~ PLAt(TlNC\BEDS (,TYP) \.'\\\1\ \\.-\ \ \\ \ " l.. \11 II" (J) \ \ , \ \ \ \1'\, \}\ 1 \ \ \ \ \'; '. \ '\ \ \ /1 I > liOAM &-~ED btSTURBED AREAS \ , \, \ \, ~,\'.\\\\ L " \ \. \ 'I '> '1l> , \ \ \ \ / ~ \ \ \ ""- v"IMIT OF WORK~ \ / '0, \ '\ /\ \ ,?, \ / \ \ \ " \ /, , --\ \ ! ' , /, ! I ' i' , 'I , ! \ J,\ "" \ \, It \ \ \ \ II (To,\LlMlir OF I'(ORK) " \ '!' \', i /I \ '\ ~ \ \ V \ ~~~~~~~~~~~~~~~~~~~~~~:;:;:~\--~"i ,"'I ~ 'I \ I \ \ ".J (' (- \ Ii \ \ 1\ \ \ \ If \ ~ \ \ I \ \ \ \ \ ..... 0' '" \ \ \ i \ \ ~ \ \ 1 \ ~,\ I \ I \ ~ I .-..., cr, I (:) ,0 \ \ I \ "1 \ j I i LOAM & SEED DISTURBED AREAS (TO LIMIT OF WORK) i \ \ i • \ \ I · \ .. ,' · .' · _.>. '(J...~ • .. \..PI. ,~ . ._ -.,---+-1 (;1:l .• • o \ \ iPROPQSED P10FESS,)'IONAL ,BUILD WG B-f-llf-t~~~~ii~ \ (2. 040 s'F.) . I \ .. • \ \ \ \ \ \ \ \ \ , \ ~~: ~ ~ ~ B-I+I~1?~~n-r,------=--=--~'=-l?EIItN"<u'S (Ty'p) ,~ ~I;-I~-J r-' \ r ..6'=li;=:;:fd::....J~xI ,,-H-'Y \ \ \ I MULCH ALL PLANllNG BEDS (TYP) PROPOSED TREE LINE I / ! ) / ) ( LOAM '" SEED DISTlJRBEO AREAS (TO LIMIT OF WORK) rTI~~JL-BHI-2 f I j LIMIT OF WORK ) I I I ! I / J I , , I ! , , ! I I I ' 1/ J, ,. \J " ., E-< fjI ~ I I! ~ fEZ \ I C§ ,I \ I V I , , I ! ! i , i I i I / ! ; I j I I' , f ! i ! I , ! NOTE: '[8M TOP OF SPINDLE Hy!}, ELEVAT!ON=19 .. ),69 N.G.V.D. 1929 '" MHf;? ()PF'OS'f iE SlA, 30+ /4..2 7 ALL PLANTINGS MUST BE MAINTAINED AND THA T PORTION OF PUBLIC WA Y ABUTTING THE PARCEL AND INCLUDING THE TR££BELT SHALL BE MAINTAINED IN A SAFE AND A TTRACTlI-E" CONDInON BY THE OWNER OF THE PARCEL NQ7F$: f. f3ffDf3fffT'f LlNfS s#DIW 19m[DN A#[ lJAg[O UPON A PLAN or LAND BY R LEVESQUE ASSOCIA TES, INC, DA 7FD JUNE 16, 201D. RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS PLAN BOOK 358, PAGE 114, 2. THE WETLANDS SHOWN HEREON WERE FLAGGED AND LOCAlED BY R LEVESQUE 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 EXlENT OF SAID RIGHTS AND EASEMENTS ARE NOT THE SUBJECT OF THIS SURVEY. 4 CONTOUR ELEVA 770NS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESOUE ASSOCIA TES, INC DURING 71fE SPRING OF 2010. 5. THE ELEVA TlONS SHOWN HEREON ARE BASED ON THE NCVIJ 1929 DATUM. lEMPORARY BENCH MARK TOP OF HYDRANT SPINDLE. ELEVA TlON 193. 69. 6, THE UNDERGROUND UTILITIES SHOWN HA Iof BEEN LOCA lED FROM FIELD SURIofY INFORMA TlON AND EXISTING DRAWINGS, THE SURVEYOR MAKES NO GUARANTEE THA T THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, OTHER IN SERVICE OR ABANDONED, 71fE SURI-E"YOR FURTHER DOES NOR WARRANT 71fAT THE UNDERGROUND UlILIT1ES SHOWN ARE IN THE EXACT LOCA TlON INDICA TEO AL THOUGH HE DOES CER 77FY 71fA T THEY ARE LOCA TEO AS ACCURA 7FL Y AS POSSIBLE FROM INFORMA TlON A VAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATEO THE UNDERGROUNO UTILITIES. (PLEASE CONTACT DICSAFE PRIOR TO CONSTRUCTION @ 1-800-344-7233). CONTRACTOR SHALL ALSO NOTIFY LOCAL UllLlTY COMPANIES TO MARK APPLICABLE UllLlTIES. PERMITTING , I I I . R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architectllre, Planning, Environmen tal Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. llox 640 Westiield, MA 01086 J.)ahtlJll.~UUI T Russo Jr. Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: 12-28-10 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE Ll\W RLA PROJ, NUMBER: 100403 DRAWING# -~ 1 ",;1 1 ' ! -- ".,.. .. ALE CREA TED BY Ll7EPRO . 2 029 ON 3/25/2011 6:44:2 4 AM SUMMAR Y AREA NAME DIMENSIONS Sil~ 187. 20x236. 60Fl SCHEDULE LUMINAIRE DESCRIP TION AAL 15 . H3 SA3 0 (I) 'j!" PRMN 150MH . LMe fOOP Spauldmg CUTOFF WALLPA CK LAREDO FULL AREA SUMMARY SCHEDULE ILP AREA NAME DIMENSIONS Sile OUT 187. 2Dx236. 60Fl GRIDLTY?E Ground L H H i LAMP (I) (I) MHCIOO/IJ/M/4K LUMS L <ASMS> <SA3> (3) fIP (3) , , I , " , \ , / , LPTS SPAC GROUP 36~ /0,00 <+> LUMENS MOUNTINWALLAST 12600 9000 STD WA TTS L~FT OTY 1 0.03 J ~ I I \ I 1 = (,,:~--l_ ~ I I I I I '''''' <::;. i...,,+ c, .. )') ,:-::;;, ~};;..;+" :"-) (::,~) c.1'7"1-N c,."> Ort-f"< c) \ .. ~ '~_.H'H f JJ- AVE 0.73 LLF 0.70 0.70 MAX 5.84 OTY 3 3 MIN 0.00 MAXL!1!.N N~ A VEL!JIN NL!) ! TRANS!TION (ROM I I I ~ o~ v F~. C..rr'f-Co c) <:':7+-= c::::;,;, t:.",::< ~ D+-, c:* c::rf.-'----.! !"-.,,.,)-(..~ -LOW- c~ C ,,:) C..;, '~''''H+-' ''''' 1.;:':::) 6+. c::> :::) c." c:rf.· C':;' ,..'-~+, C5 :,-... --;. c,:> = <::-1--,,5 c;;: c.."'1+ c..~ = 6-r-- ~"" ~ __ t."'~ c::-;+ C,:~~r!-'''''' J<, " '--. "'~" . . "--",~, 1"' ~y) C"':':::s <::.::1'+-.... <-''7'''::;-:·-.....,'+M .... "-:.... / / / / ,- o L r-..:> ~-:J p ' ,~.~ ;:!! C''''1 ~,+" :'0 a 6 ·.,'-, ""',J = ~;::.+ 1'<7+" ::.:~) Q = t '~~~I._~ '~~~~~::~:'~;~~'I~'~'~~~~::"~'=::~~':~+'=:~:::~~~::::;~:::'''::~;;~::::~~~_~:~:' .. ::~ ,,-, c, = ,:; -"'-" <0 c) '" _~ P 9 _ _ ~ "=. ~"" 0;-~--, .' we .".. .", q, •. "-.1 . .p... . .",. ~J" '":. ,., c_~) Of-"'-J C'H') <::Y:f+" .,-.. ;;::) <:,('1'+--c_.) PROPOSED PROFESSIONAL BUILDING (2,040 S.F) .'---")', ~) 'b-.;.;.' ~:r-'. '~.' .& '." . 4.. a . L o-r, 0') Itt;---_ c:::;, c..:::;:. . C' L..rf---1,":-."" ~~"'.") c .. f.....::,,+. (C· c) ;, ... ;.... ,~ c.. ..... ~ ... f'...) ::::; U1'i-t...n = C:::n-(,J'-~ c.::::J, 04- C,:) a i::.::r+. C"..). / / 1;.;..--:" <:::r/.w .• h. C:::l :"'H.''''''+'' I I I ! I I i i / I I i I /<f' / I fj , , >i- ;[ '/'< " ;! I' ., r, j/ I, I! " Ii 11 rl il ;f j/ " ,I , t, / I i ; <v ! "'t I I I J ! if f /j k ., j I, # ",/ !!:,¥ ai! ~,i iii# f/ 1/ fj ;, if " " i f I , ! ! if " ;, lj Ii , " " 11 'I " II # H 'I I' ; I I i I ! ! / , I , /" ""KOM 'lRANS!TION . NG ~ TO BIT. CURB!. OTES: D 1 0 -2, SITE ILLUMINA T/QN tL L REFER TO SHE VoN REGARDING . 77?ACTOR SHAL T FOR INFORMA I SITE/?, C~AINING PLAN SE APPLICABLE TOWN ' AND 1?M TO ALL DETAIL SHEETS LIGH TING. G SHALL CaNFO SITE LlGH TlN 2. ORDINANCES. GRANITE 1?INT SHOWN :4L BUILDING FOO;; '* FLOOR PLAN lliE ARCHITE~:f.~ ON A FOU~~~ LLC, DA 'f~s HERg~~~ tOME DE?g~/j!!PLANS D:S~E'tJ;'RESSL Y ~!::6":il. ANY SU~tCORPDRATED UNL HA VE NOT B£~NREVISION BLOCK STA TED IN i I , SSOCIATES, INC R LEVESQUE ~ Site Design, I Land SurveYI~g, tu e Planning, Archllec r, , Landscape I I Permittmg Environmen a ph: 413.56809 85 fax: 413.5680986 I Suite C 75 Broad Siree , POBox 640 Westneid. MA 01086 ~ ~ ~ ~ < ~ ~ ~ ~ ~ ~ rJj rlaland.com 'U (j) C/) o 0.-~ T Russo Jr. Cons truction Co., Inc. 204 SUffiel~ ~t~~~~ Agawam, M ISSUANCE DATE: 4-05-11 REVISIONS: wi~~~~PLAN~'P",E~R PLAN, BD. 4-2Q-11 ERATIONOF UNAUTHORIZE~I~I VIOLATION OF THIS DOCUMEN ETTS STATE LAW MASSACHUS . SCALE: r=l 1 1"'10 20' o· 0 BER' 100403 RLA PROJ . NUM· . . ,. LEGEND • @ ~OHW~ ~SS~ ~SO~ -GAS- ~W~ -$ HB 10 x 271 -271- 271 GAS~~GAS- ---UT EE '" 1><1 ~POHW~ TOW BOW CONCRETE BOUND (FOUNO) CONCRETE BOUND (TO BE SET) COMPUTED POINT ELECTRIC MANHOLE STORM DRAIN MANHOLE CATCH BASIN FIRE HYDRANT WATER VALVE WA TER SERVICE SHUT OFF GAS VAL I-f" EXIST7NG OVERHEAD UT7L1TY I14RE EXIST7NG SANITARY SEWER LINE EXIST7NG STORM DRAIN LINE EXIST7NG GAS LINE EXlST7NG WAlER MAIN TEST PITS SOIL BORING WETLAND FLAG PROPER TY LINE MA WETLAND LINE 50' BUFFER ZONe 100' BUFFER ZONE LlMT OF WORK ERo.SION CONTROL BARRIER AND/OR CONSTRUCT70N FENCE DOLIBLE EROSION CONTROL BARRIER SPOT GRADES EXIST7NG CONTOUR PROPOSED CON TOUR PROPOSED STORM DRAIN LINE PROPOSED SEWER LINe PROPOS£O WA TER LINE PROPoseD GAS LINE PROPOSED UllLlTY LINE PROPOSED CA TCH BASIN PROPOSED FIRE HYDRANT PROPOSED WA TER VAL VE PROPOSED U llL/ TY POLE PROPOSED SAN! TAR Y SEWER CLON OU T , PROPOSED OVERHEAD UTILITY WIRES TOP OF WALL BOTTOM OF WALL ABBREVt'A TIONS A.F.F. -ABOI-f" FINISHED FlOOR A.F.S. -ABOVE FINISHED SLAB APPROX. -APPROXIMA TE A. T.F. -ABOVE TOP OF FOUNDA T70N BLDG. -BUILDING BlK. -BLOCK BOT. -BOTTOM BRG. -BEARING CB. -CA TCH BASIN OR CONCRETE BLOCK ~/. -CENTERLINE -CAST IRON ClR. -CLEAR CONe. -CONCRETE CONT. -CONT7NUOUS CONTR. -CONTRACTOR DBL. -DOUBLE DET. -DETAil DIA. -DIAMETER DIM. -DIMENSION OIL. -DETAil DWC. -DRAWING EA. -EACH aEC. -ELECTRIC £lEV. -ELEVA T70N EXIST. -EXIST7NG EXT. -EXTERIOR FIN. -FINISH FLR. -FLOOR FOUND. -FOUNDA T70N FT -FOOT OR FFFT INSlL. -INSTALLED LT. -LIGHT MAX. -MAXIMUM MH. -MANHOLE MIN. -MINIMUM MISC. -MISCELLANEOUS N. T.S -NOT TO SCALE O.A. -OVERALL O.C. -ON CENTER P.St. -POUNDS PER SOUARE INCH REINF. -REINFORCING R.H. -RIGHT HAND SHT. -SHEET SPEC. -SPECIAL OR SPECIFICA T70NS SQ. -SQUARE ST. -STEa STA. -STAT70N T.O.F. TOP OF FOUNDA TlON T.s. TOP OF S lEEL TYP. -TYPICAL w/ -I14TH W7R. -WATER W WM. -WELDED WIRE MESH IT] -SECT70N OR DETAIL NUMBER LZJ -SHEET ON WHICH SEC T70N OR DeTAIL IS LOCA TED 1Xl-SECT70N OR DETAIL NUMBER D -SECT70N OR DETAIL LOCA TED ON SAME SHEET EROSION AND SEDIMEN T CONTROL NO TES MANAGEMENT STRA TFClES I. CQNSTRUC770N TRAFFIC SHALL BE LIMITED TO THE CONSTRUCT70N ENTRANCE. 2. CONSTRUC770N SEQUENCE SHALL BE PHASED TO A VOID LEA VlNG LARGE AREAS EXPOSED FOR LONG PERIODS OF T7ME. 3. TEMPORARY SEED AND MULCH SHALL BE APPLIED IMMEDIAlELY FOLLOWING ROUGH GRADING. 4. SEDIMENT A 770N CONTROL MEASURES SHALL BE INSPECTED CONTINUOUSL Y, ESPECIALL Y FOLLOWING STORM EI-f"NTS TO LOCA TE FAILING CONTROL MEASURES AND CONDUCT ROUT7NE MAINTENANCE OPERA770NS. 5. THE CONSTRUCT70N SUPERINTENDENT SHALL INFORM ALL ON-SITE WORKERS OF THE SEDIMENTA770N CONTROL PROGRAM. kEGUA 17kE CONTROL PRACTICES I. TOPSOIL STOCKPILING: TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE DISTlJRBED AND STOCKPilED FOR LAlER USE. STOCKPILE LOCAT70N SHALL BE APPROVED BY THE OWNER AND ENGINEER/l.ANDSCAPE ARCHITECT AND BE WITHIN LIMIT OF WORK. 2. lEMPORARY SEEDING: THE TEMPORARY TOPSOIL STOCKPILE AND ROUGH GRADED AREAS SHALL BE SEEDED WITH WINTER RYE A TARA TE OF 3D lBS PER ACRE ANY SOILS THAT ARE LEFT EXPOSED AND UNDISTURBED FOR MORE THAN 30 DA YS SHALL BE TEMPORARIL Y SEEDED. A. SITE PREPARA T70N -COMPLElE ALL ROUGH GRADING ACT7V1T7ES -REMOI-f" ALL ROCKS AND DEBRIS LARGER THAN :1" IN DIAMETER FROM AREAS TO BE TEMPORARIL Y SEEDED. -EVENL Y APPL Y LIME TO ACHIEVE A PH VALUE OF 6. O. -EVENLY APPLY 14 LBS. OF 5-10-10 ANALYSIS FER77L1ZER TO A DEPTH OF 4" USING SVIT..fBLE L~UlrMLNT. -SEEDBED IS TO BE LEFT IN RRM AND SMOOTH COND!T70N. -THE LAST TiLLAGE OPERA TiON SHALL BE PERFORMED ACROSS THE SLOPE. B. ESTABLISHMENT -EVENL Y APPL Y SEED IN ACCORDANCE WITH THE SPECIES AND RA TE INDICA TED ABOI-f" BY MEANS OF BROADCAST7NG OR HYDROSEEDING. -UNLESS HYDROSEEDED, COI-f"R SEED WITH 1/4" TO 1/2" OF TOPSOIL -APPL Y MULCH OR EROSION CONTROL BLANKET IMMEDIA TEL Y FOLLOWING SEEDING. -I-f"RIFY SEEDING DA TES I14TH ENGiNEER/l.ANDSCAPE ARCHITECT. IF ENGINEER/l.ANDSCAPE ARCHITECT DETERMINES THA T SEED CANNOT BE APPLIED DUE TO CLiMA TE. TOPSOIL SHALL NOT BE SPREAD AND MULCHING SHALL BE APPLIED TO THE EXPOSED SURFACE TO STABILIZE SOILS UNTIL THE NEXT RECOMMENDED SEEDING PERIOD. -PERMANENT SEEDING SHALL BE APPLIED BETWEEN APRIL 15 AND SEPTEMBER 3a TEMPORARY SEEDING SHALL BE APPLIED TO ALL DISTlJRBED AREAS OUTSIDE THIS TlME FRAM£, UPON APPROVAL BY THE ENGINEER/l.ANDSCAPE ARCHITECT. C. MAINTENANCE -ALL S££DED/!.IULCHED AREAS SHALL BE INSPECTED REGULARL Y TO SEE THA T A GOOD STAND IS MAINTAINED. AREAS SHALL BE REPAIRED AS NECESSARY. NONSTRUCTURAL CONTROL PRACTICES 1. SCARIRCA T70N: EXPOSED SLOPES EXCEEDING 4: 1 SHALL BE SCARIFIED AT RIGHT ANGLES TO THE SLOPE. PROVIDE PERIODIC UPGRADING OF SERRA T70NS DURING EXPOSED PERIOD UNT7L I-f"GETA T70N IS ESTABLISHED. PROVIDE I-f"GETA T71-f" COI-f"R AS SOON AS POSSIBLE. 2. STRAW MULCH: STRAW MULCH SHALL BE APPLIeD IN CONJUNCTION WITH lEMPORARy/pERMANENT seEDING AND TO GRAOED AREAS WHICH REMAIN EXPOSED OUTSIDE OF RECOMMEND£O SE£OING DA TES. MULCH SHALL BE APPLIED AT 90 LBS. PER 100D s.F. CONTRACTOR SHALL PERIODICALL Y INSPECT AND REAPPLY AS NECESSARY, PART7CULARL Y FOLLOWING SlGNlRCANT STORM EVENTS. 3. TOPSOIL: DISTlJRBeD AReAS SHALL BE TOPSOILED PRIOR TO seED APPLICA T70N. APPLICA T70N STANDARDS: -REMOI-f" ALL ROCKS AND DEBRIS 01-f7? 1"-1 1/2" IN DIAMElER. -SCARIFY SURFACE PRIOR TO SE£O APPLlCAT70N. -APPL Y 6" DEPTH OF TOPSOIL. 4. SlL T FENCE.-SIL T FENCe SHALL BE INSTALLED AROUND THE PERIMeTER OF THE SITE. AT CULVERT OUTlET LOCATlONS, OR AS INDICATED ON THE DRAWINGS. SILT FENCE SHALL BE INSPECTED AND RePAIREO ROUT7NEL Y, ESPECIALL Y FOLLOWING STORM EVENTS UNT7L THE SllE HAS BEEN STABILIZED (COVER> 70%) BY VEGETATION. STRUCTURAL CONTROL PRACTICES 1. RIP-RAP OUTlET PROTECT70N: RIP-RAP SHALL BE PROVIDED A T ALL PIPE OUTLETS TO THE WElLAND. MA TERIAL SHALL Be HARD, DURABLE RELD OR QUARRY STONE WHICH IS ANGULAR AND RESISTS BREAKING DOWN WEN EXPOSED TO WA TER OR WEA THE RING. 2. DUST CONTROL: A WATER TRUCK SHOULD BE LOCATED ON-SITE FOR DUST CONTROL WHILE WORK IS PROCEEDING. MAINTENANCE SEDIMENTA T70N CONTROL MEASURES SHALL BE CHECKED WEEKL Y AND AFTER EACH SIGNIFICANT RAINFALL eVENT. THE FOLLOWING ITEMS SHALL BE CHECKED IN PART7CULAR: A. RIP-RAP OUlLET PROTECT7ON SHALL BE CHECKED REGULARL Y FOR SEDIMENT ACCUMULAT70N. IF SIGNIFICANT AMOUNTS OF SEDIMENT ACCUMULATE. RIP-RAP SHALL BE REMOVED AND REPLACED. B. SILT FENCING SHAll BE INSPECTED REGULARL Y FOR UNDERMINING AND OelERIORA T7ON. REMOI-f" SEDIMENT FRDM BEHIND FENCE WHEN IT BECOMES 6 INCHes DEep. e. SEEDED/MULCHED AReAS SHAll BE INSPECTEO REGULARL Y TO SEE THA T A GOOD STAND IS MAINTAINeD. AREAS SHALL Be REPAIRED AS NECESSARY. .. SIL T FENCE INSTALLA TlON DETAIL: 1. THIS S£OIMENT BARRIER UT7L1ZES MIRAR ENVIROFENCE ('OOX) OR EQUAL. IT IS DESIGNED FOR SITUAT70NS IN WHICH ONLY SHEET OR OVERLAND FLOWS ARE EXPEClED. 2. THE HEIGHT OF THE BARRIER SHALL NOT EXCEED 36 INCHES (HIGHER BARRIERS MA Y IMPOUND VOLUMES OF WA TER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTlJRE). IDE ALL Y THE RLTER FENCE SHAll BE PLACED 10 FEET AWAY FROM THE TOE OF SLOPE. 3. WHEN JOINTS ARE NECESSARY, FILTER FABRICS SHALL BE SPLlC£O TOGETHER ONLY AT A SUPPORT STAKES WITH A MINIMUM 6-INCH OVERLAp, AND SECURELY SEAL£O. SEE MANUFACTlJRER's RECOMMENDA T7ON. 4. STAKES SHALL BE SPACED A MAXIMUM OF 10 FEET APART A T THE BARRIER LOCA T70N AND DRIVEN SECUREL Y INTO THE GROUND (MINIMUM OF 12 INCHES). IN APPLICA T70NS WHERE HEAVY FLOWS ARE EXPEClED SUCH AS IN-STREAM INSTALLATIONS STAKE SPACING SHALL BE PER MANUFACTlJRER'S RECOMMENDA TlONS AND/OR THE ENVIRONMENTAL PROFESSIONALS RECOMMENDA T70NS 5. A TRENCH SHALL BE EXCA VA lED APPROXIMA TEL Y 6. INCHES WIDE AND 6 INCHES DEep ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER IN ACCORDANCE WITH MANUFACTlJRER's RECOMMENDA TlONS. 6. THE PREASSEMBLED SILT FENCE SYSlEM SHALL BE UNROLLED, POSIT70N THE STAKES ON THE DOWNHILL SIDE OF THE TRENCH AND HAMMER THE STAKES A T LEAST 12 INCHES INTO THE GROUND. 7. THE BOTTOM SIX (6) INCHES OF THE FABRIC SHALL BE LAID INTO THE TRENCH TO PREI-f"NT UNDERMINING BY STORM WA TER RUNOFF. 8. BA CKRLL THE TRENCH 0 VER THe RL TER FABRIC AND COMPA C T SUFFICleNlL Y TO PREI-f"N T THE RUNOFF FROM ERODING THE BA CKFILL. 9. THE FABRIC SHALL NOT eXlEND MORE THA T 36 INCHES ABo.l-f" THE ORIGINAL GROUND SURFACE. RLTER FABRIC SHALL NOT BE STAPLED TO EXIS77NG TREES o.R SUPPORTS OTHER THAN THE STANDARD STAKES 10. INSTALLED SILT FENCE BARRIERS SHALL BE MAINTAINED ON A REGULAR SCHEDULE WHICH MA Y RF PRF<;CRIRFn RY THF I nr.Af_ STA TF (}F FFnFRAI RFf:IJ/ A TnRY AIlTl-lnRITY- BUT, A T MINIMUM SHALL BE CHECKED WEEKL Y AS WELL AS AFlER EACH STORM EVENT.' MAINTENANCE SHALL CONSIST OF AN INSPECT70N OF THE ENT7RE LENGTH OF THE BARRIER TO DETERMINE IF IT IS FUNCT70NlNG AS INTENDED. ALL BREAKS, DETACHED FABRIC, SLUMPED' FABRIC, CLOGGED FABRIC, AND UNDERMINED AREAS SHALL BE RXED THE DA Y THA T THEY ARE DISCO I-f"RED. 11. WHEN A MAXIMUM OF SIX (6) INCHES OF SEDIMENT HAS ACCUMULA TEO BEHIND THE SIL T FENCE THIS SEDIMENT SHALL BE REMOI-f"D AND THE FENCE SHALL BE INSPECTED FOR TEARS, CLOGGING OF BREAKS. ALL DEFICIENCIES SHALL BE CORRECTED IMMEDIA TEL Y EITHER BY REPAIR OF REPLACEMENT OF THE SILT FENCE BARRIER AND/o.R STAKES AS NEEOED. 12. SIL T FENCE BARRIERS SHALL BE REMOVED WHEN THEY HA I-f" seRVED THEIR USEFUL PURPOSE, BUT NOT BUORE THE UPSLOPE AREA HAS BEEN CLEANED OF SILT AND PERMANENTL Y STABILIZED. HA Y BALE INSTALLA TlON AND MAINTENANCE: .. 1. HA Y BALES SHALL BE PLACED IN A SINGLE ROW, LENGTHWISE ON THE CONTOUR, WITH ENDS OF ADJACENT BALES T7GHlLY ABUmNG ONE ANOTHER. 2. ALL BALES SHALL BE EITHER WIRE BOUNO OR STRING T7ES. BALES SHALL BE INSTALLED SO THA T BINDINGS ARE ORIENlED AROUND THE SIDES RA THER THAN ALONG THe TOPS AND BOTTOMS OF THE BALES TO PREVENT DeTERIORA T70N OF THE BINDINGS. 3. THE BARRIER SHALL BE ENTRENCHED AND BACKFILLED. A TRENCH SHALL BE EXCA VA TED THE WIDTH OF A BALE AND THE LENGTH OF THE PROPOSED BARRIER TO A MINIMUM DEPTH OF Fo.UR (4) INCHES AND A MAXIMUM DePTH OF SIX (6) INCHES. AFTER THE BALES ARE STAKED AND CHINKED, THE EXCA VA TED SOIL SHALL BE BA CKRLLED AGAINST THe BARRIER. BACKFILL SOIL SHALL CONFORM TO THE GROUND LEI-f"L ON THE DOWNHILL SIDE AND SHALL BE BUILT UP TO FOUR (4) INCHES AGAINST THE UPHILL SIDE OF THE BARRIER. 4. EACH BALE SHALL BE SECURELY ANCHORED BY AT LEAST TWO (2) STAKES OR REBARS DRIVEN THRo.UGH THE BALE. THE RRST STAKE IN EACH BALE SHALL BE DRIVEN TOWARD THE PREVIOUSL Y LAID BALE TO FORCE THE BALES TOGETHER. STAKES o.R REBARS SHALL BE DRIVEN DEEP ENOUGH INTO THE GROUND TO SECUREL Y ANCHOR THE BALES. 5. THE GAPS BETWEEN BALES SHALL BE CHINKED (FiLLED BY WEDGING) WITH STRAW TO. PREI-f"NT WATER FROM ESCAPING BETWEEN THE BALES (LOOSE STRAW SCATTERED OI-f"R THE AREA· IMM£OIA TELY UPHILL FROM A STRAW BALE BARRIER TENDS TO INCREASE BARRIER EFFICIENCY.) 6. HA Y BALES GENERALL Y DETERIORA TE IN 2-6 MONTHS AND THUS NEED REPLACEMENT. 7. INSPECTlo.N SHALL BE FREQUeNT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMPTL Y AS NEEDED. 8. BALE BARRIERS SHALL BE REMOI-f"D WHEN THEY HA I-f" SERVED THEIR USEFULNESS, BUT NOT BEFORE THE UPSLOPE AREAS HA VE BEEN PERMANENlL Y STABILIZED. MATERIAL CONSTRUCTION NOTES' 1. ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAY.>. UNLESS OTHERWISE SPECIRED. ' 2. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 40., UNLESS OTHERWISE SPECIRED. 3. PROVIDE A MINIMUM CLEARANCE OF 2" BETWEEN OLITSIDE OF STEEL AND FACE OF CONCRETE. UNLESS CAST AGAINST EXPOSED SOIL, IN WHICH CASE A MINIMUM OF J" OF CLEARANCE IS REOUIRED. DEMO NOTES I. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCAT70N, INCLUDING BUT No.T LIMITED TO, ALL UT7L1T7ES, STORM DRAINAG£, SIGNS, TRAFFIC SIGNALS <It POLES, ETC. AS REQUIRED. ALL WORK SHAll BE IN ACCORDANCE WITH GOI-f"RNING AUTHORIT7ES SPE(;tRCA T70NS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 3. CON'TRACTOR SHALL eRECT AND MAINTAIN SAFETY BARRICADES ANO POST PROPER NOT7CES PRIOR TO THE COI,fMENCEMENT OF WORK. 4. CONTRACTOR SHALL PROTECT EXIST7NG SITE IMPROVEMENTS, APPURTENANCES, AND LANDSCAPING TO REMAIN. 5. CONTRACTOR SHALL MAINTAIN EXIST7NG UT7L1T7ES TO REMAIN IN SERVICE AND PROTECT THEM FROM DAMAGE DURING DEMOLlT70N OPERA T70NS. 6. DO NOT DAMAGE EXISTING UT7L!T7ES TO REMAIN WITHIN PROJECT AREA. ALL DAMAGE TO fYl3T1NG UTlLITlf5 TO REMAIN !3f1ALL §E REPAIRED A T TIlE CONTffACTOff'§ HffN!3f TO THE SA T7SFACT70N OF THE UT7l1TY OWNER. 7. CONTRACTOR SHALL PROMPTL Y TRANSPORT DEMOLISHED MA TERIALS o.FF OWNERS PROPERTY AND LEGALL Y DISPOSE OF. DO NOT ALLOW DEMOLISHED MA TERIAL TO COLLECT ON SITE. CONTRACTOR SHALL PA Y ANY DUMPING FEES. 8. THERE SHALL BE NO BURNING OF DEMOlISHED MA TERIAL ALLOWED ON SITE. 9. CON'TRACTOR SHALL COORDINA TE WITH OWNER FOR ANY ITEMS TO BE TURNED 01-f7? TO OWNER. '0. DEMOLISH AND REMO VE ALL PA I-f"MENT, SLABS, LIGHT POLE BASES, FOOT7NGS, SUBSURFACE ELEMENTS, MISCELLANEOUS DEBRIS, ETC. WITHIN PROPERTY LINES UNLESS NOTED OTHERWISE. 11. CONTRACTOR IS RESPONSIBLE FOR CONTROLLING DUST so. THA T DUST OOES NOT CREA TE A NUISANCE ON ADJACENT ROADS OR PRo.PERT7ES. SITE CONTRACTOR SHALL BE RESPONSIBLE FOR STREET SWEEPING AND CA TCH BASIN CLEANING AFTER EACH PHASE OF CONSTRUCTION AND AS NEED IS DETERMINED BY THE LANDSCAPE ARCHITECT/ENGINEER. 12. CONTRACTOR SHALL REMOVE AND DISPOSE OF ANY ABANDONED SUBSURFACE SOIL ABSQRP770N SYSTEM (SAS) AND MISCELLANEOUS DEBRIS 13. NO AC77V1TY OTHER THAN NORMAL MAINTENANCE SHALL OCCUR OLITSIDE OF LIMIT OF WORK LINES AS SHOWN ON PLAN WITHOUT THE APPROVAL OF THE LANDSCAPE ARCHI TECT/ENGINEER. 14. THE CONTRACTOR SHALL NOT7FY DIG SAFE I!J 1-888-344-7233 PRIOR TO COMMENCEMENT OF ANY DEMOllT7ON/CONSTRUCT7ON ACT7V1TY. LANDSCAPE NO TES: 1. THE CONTRACTOR SHALL I-f"RIFY RNAL SELECT70N DF PLANT MA TERIALS I14TH THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLA T70.N. 2. NO PLANT MATERIAL WILL BE ACCEPTED WHICH DISPLA YS MAJOR IRREGULARIT7ES OR DAMAGE. THE OWNER/l.ANDSCAPE ARCHITECT RETAINS THE RIGHT TO REJECT ANY PLANT MATERIAL DEEMED UNRT. 3. WARRANlEE.-FOR A PERIOD OF TWO GROWING SEASONS FROM THE DA TE THA T THE WORK UNDER THIS CONTRACT IS CERT7FIED AS SUBSTANT7ALL Y COMPLET£, THE CONTRACTOR SHALL: 1) WARRANTEE ALL PLANTS AND SEEDED AREAS UNDER THIS CONTRACT,' 2) REMOVE AND REPLACE DURING THIS GUARANTEE PERIOD PLANTS WHICH DIE OR ARE IN POOR CONDIT7ON AS DElERMINED BY THE OWNER,' 3) REPLANT WITH STOCK OF SAME SIZE AND QUALITY AS ORIGINALL Y SPECIFIED; 4) GUY AND MAINTAIN AS SPECIRED HEREIN A T NO ADDIT70NAL COST TO. THE DWNER. 4. ALL NEW LA WN AREAS SHAll RECElI-f" A MINIMUM OF 4 INCHES TOPSOIL OF THE PROPER pH AND DRGANIC CONlENT SUITABLE FOR THE HEALTHY GROWTH OF LAWNS THeSE AREAS SHALL BE SEEDED WITH A FINE BLADE LAWN GRASS SEED OR SODDED. ADD!T70NAL OFF-SITE TOPSOIL MA Y BE REQUIRED. 5. ALL AREAS TO BE MULCHED SHALL REc.EtVE 4 INCHES MINIMUM '00% SHREDDED BARK MULCH WITHIN 48 HOURS OF PLANT7NG UNLESS OTHERWISe NOTED IN PLANT7NG DETAILS. 6. ALL TREE AND SHRUB PITS SHALL BE AT LEAST 2 FEET WIDER AND I FOOT DEEPER THAN THE TREE OR SHRUB ROOT BALL TO BE PLANTED IN IT. BACKRLL SHALL BE HIGH QUALITY LOAM OF THE PROPER pH AND ORGANIC CONTENT SUITABLe FOR THE HEALTHY GROWTH OF PLAN T MA lERIALS 7. All PLANTS SHALL BE NURSERY GROWN AND CONFORM TO THE LATEST EDIT70N OF HANSI Z60.1, AMERICAN STANDARO FOR NURSeRY STOCK~ 8. EACH PLANT TO BE FREE FROM DISEASE:, INSECT INFESTA T70N, MECHANICAL INJURIES, AND IN ALL RESPECTS BE SUITABLE FOR RELD PLANT7NG. 9. EACH PLANT TO BE IN THE TOP OF ITS SIZE CLASS AFTER SHEARING AND PRUNING. 10. FINAL Fo.UNDA T70N PLANT7NGS PLANS AND LISTS TO BE PROVIDED BY LANDSCAPE CONTRACTOR AND SHALL BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO INSTALlA T70N. 1f. ADJACENT TO THE TOP OF ANY WALLS OVER 36" A FENCE OR WALL SHALL BE CONSTRUClED PER PLAN THA T MEeTS LOCAL BUILDING CODE AND ALL OTHER APPLICABLE STA lE AND FEDERAL LA WS 12. SEE DETAIL SHEETS FOR ADDIT70NAL DETAILS <It SPECIRCA TiONS 13. DURING THE INSTALLAT70N DF PLANT MAlERIAL AND OTHER LANDSCAPE FEATlJRES LANDSCAPE/SITE/iRRIGA T70N CONTRACTORS SHALL PA Y SPECIAL A TTENT70N TO THE LOCA TiON OF PRE-EXlST7NG, AS WELL AS; NEfti. Y INSTALLED UT7LIT7ES CONTRACTOR SHALL REFER TO THE APPLICABLE SHEETS HEREIN AND KEEP A RECORD OF DN-SITE CHANGeS AND PLAN/SKETCH REVISIONS THAT MAY AFFECT UT7L1TY AND DRAINAGE LOCAT70NS 14. SHOULD GC OR ANY SUBCONTRACTOR ENCOUNlER A DISCREPANCE/CONFLICT IN THE PLAN AN THE ACTUAL LOCAT70N OF A SITE FEATlJRE:, THE CONTRACTOR SHALL CONTACT THE LANDSCAPE ARCHllECT/£NGINEER AND OWNER IMMEDIA TEL Y. 15. ALL AREAS DISTURBED DURING CONSTRUCT70N NOT DESIGNA TEO TO RECElI-f" OTHER TREATMENT SHAll BE LOAMEO TO A MINIMUM DEPTH OF 4" AND SEEDED IN ACCORDANCE WITH THE FOLLOWING.' A. INCORPORA TE GROUND LIMESTONE INTO ALL AREAS TO BE SEEDED A TARA TE 50 LBS/1,00D SF. a. APPLY 10-6-4 FERT7L1ZER TO ALL AREAS TO BE SEEDED AT A RATE OF 20 LBS/I,OOO SF. OF C. THOROUGHLY INCORPORATE LIME AND FERTiLIZER INTO SEED BED TO DEPTH DF J" BY DISCING OR OTHER APPROI-f"D METHOD. D. SEED WITH THE FOLLOWING MIXTURE:, APPLIED AT A RATE OF 10 LBS/1,0.00. SF. SEED MIX NAME OF SEED POS PRElENSES "BARON' BARON BLUEGRASS FESTUCA RUBRA ''pENNLA WN" PENNLA WN FESCUE L OLIUM PERENNE ''pENNFINE' PENNFlNE %BY H£IGHT IN MIXTURE 50 25 25 MIN. % PURITY MIN. . GCRMINA T/ON 90 75 95 85 98 95 E. MULCH ALL SEEDED AREAS WITH STRAW AT A RATE OF 50 LBS/I,OOO s.F. UNLESS HYDRDSEEDING WAS USED. F. All SLOPES OF 3.'1 OR GREA TER AFlER BEING LOAMED, SEEDED AND MULCHED IN ACCORDANCE WITH THE ABOVE SHALL seCUR£D WITH EROSION CONTROL BLANKETS (NO. AMERICAN GREEN S150 OR EQUAL). OI-f"RLAP ALL NETT7NG JOINTS A MINIMUM OF 6" AND SECURE WITH DOUBLE ROW OF STAPLES. 16. ALL SLOPES STEEPER THAN 1:5 SHALL BE BLANKETED W/ EROSION CONTROL FABRIC AND /OR HYDROSEEDED AND INSPEClED BY THE LANDSCAPE ARCHITECT. PERMITTING R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permittiug ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westtield, lVIA 01086 Ol) 1=1 ...... IrJ "0 .......... ...... ~Z ;::I _ ~~ zo (\) ::: ~~ Q .......... ~~ ~ (\) ~ Q ~~ 0 @ ..-p., ~~ ~ I 1=1 ("f") OO~ 0 .......... ...... r:n 00 r:n ~~ ~ 0 ~~ 0 ...... I-< (\) 0< p., Q "0 @ z~ (\) ~ r:n 0 p.. 0 I-< p., T Russo Jr. < ~ ~ ~ ~ bJ) < " ...... (\) (\) .tJ r:.rJ. 1=1 (\) "d @ 0 0 \0 ~ Construction Co., Inc. 204 Suffield Street Agawam. MA 01030 ISSUANCE DATE: 12.28·10 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW NONE RLA PRO). NUMBER: 100403 DRAWING # "., . 1< •• • •. GENERAL CONSTRUCTION NOTES: I. PRlDR TO. B£GINNING CDNSTRUClIDN, TH£ CDNTRACTDR DR HIS AUTHDRIZ£D R£PR£SENTAlIVE: SHAiL CONVE:N£ A PR£-CDNSTRUClIDN CDNF£R£NC£ B£T'I!££N THE CITY/TDWN R£PR£S£NTA 1IVE:s, CDNSUL liNG ENGINEER/LANDSCAP£ ARCHIT£CT. UlILiTY CDMPANY R£PR£SENTAlIVE:S, AND ANY DTHER AFFECTED PARlIES , 2. THE DWNER AND R LEVE:SQUE ASSDCIA TES, INC. AND/OR THEIR R£PRESENTA 1IVE:s, IN PR£PARING THES£ PLANS HA VE: A TTEMPTED TO. LOCA TE ALL EXISlING UlILilIES IN TH£ PRDJECT AREA. HDweVE:R, THERE MAY BE UlILiTIES THAT WERE NDT DR CDULD NDT BE LOCATED. UNDERGRDUND UTILITIES SHDWN DN THE PLANS ARE IN APPRDXlMATE LOCA lIDNS ONL Y. THE CDNTRACTDR SHALL DETERMINE THE EXACT LOCA lIDNS AND £lEVA TIDNS DF ALL EXISTING UlILiTIES BEFDRE COMMENCING WORK THE CDNTRACTDR SHALL CALL ALL APPRDPRIA TE UTILITY COMPANIES FDR LOCA TlDNS DF THEIR UlIL!7lES A T LEAST 48 HOURS BEFDRE CDMMENCING EXCA VA TlON. IN THE EVE:NT THA T A UlILITY IS SIlVA TED SUCH THA T CDNSTRUCTION CANNDT PRDCEED AS SHDWN ON THE PLANS, THE PRDJECT £NGIN££R/LANDSCAPE ARCHITECT AND DWNER SHALL BE NDlIFIED IMMEDIA TEL Y. J. THE SITE CDNTRACTOR IS RESPDNSlBLE FOR ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS FAILURE TO. LOCA TE AND PRESERVE: ANY AND ALL UlILIllES 4. CONTRACTOR SHALL PRDVIDE TWO. SETS OF AS-BUILT DRAWINGS, PRIOR TO. FINAL PA YMENT. AS-BUILT DRAWINGS BY A REGISTERED LAND SURVE:YDR SHALL INCLUDE ALL INSTALLED UT/LIlIES WITH VE:RlICAL AND HORIZDNTAL LDCA TlONS AND BE SATISFACTORY TO. THE BUILDING DmCIAL FDR ISSUANCE DF A CERTIFICATE OF DCCUPANCY. 5. ALL FILL WDRK REQUIRED TO. BRING THE PROPDSED DRIVE:WA Y UP TO SUB-GRADE LEVE:L SHALL CONFORM TO MHO SPEClFlCAlIONS SECTION 150 AND SEClION 159-190. (AC' :rC'HfA,' C'c.v;o.r:; 6. CONSTRUCTION SHALL CDMPL Y WITH ALL APPLICABLE GOVE:RNlNG CDDES AND BE CDNSTRUCTED TO. SAME. 7. ALL WORK IN THE MUNICIPAL RIGHT-OF-WA Y AND EASEMENTS SHALL BE IN ACCORDANCE WITH THE CITY/TOWN SPECIFICATIONS AND MASSACHUSETTS DEPARTMENT DF TRANSPORTA TlON STANDARD SPECIFICA TlDNS FOR RDAD AND BRIDGE CONSTRUCTION, LA TEST EDIllDN. 8. THE CDNTRACTOR SHALL Glv.[ THE CITY/TDWN A MINIMUM DF 4B HDURS NDlICE BEFDRE BEGINNING EA·CH PHASE OF CONSTRUCTlDN, AND SHALL CDNFORM TO. ANY DTHER CDNDIllDN UlSSUED BY FEDERAL, STA TE DR LDCAL REGULA TDRS 9. CONTRACTDR IS RESPDNSIBLE FOR REPAIRS DF DAMAGE TO ANY EXISTING IMPRDVE:MENTS DURING CONSTRUCTION, SUCH AS, BUT NDT LIMITED TO, DRAINAGE, UTILIllES, PA VE:MENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO. OR BETTER THAN EXISTING CONDIllONS 10. ALL WORK SHALL BE PERFDRMED IN CDNFDRMANCE WITH THE COND!7lONS DF APPRDVAL DUTliNED IN ALL STA TE AND LOCAL PERMITS. CDPIES DF THE COND!7lONS ARE INCLUDED WITHIN THE PRDJECTS TECHNICAL SPECIFICATlDNS. THE CDNTRACTOR SHALL BE RESPDNSIBLE FOR REVIEWING THIS INFDRMA TlDN PRIDR TO. CDNSTRUCTION AND CDNFDRMING TO THE CDND!7lDNS AS REQUIRED DURING CDNSTRUCTIDN. II. THE GENERAL CDNTRACTOR SHALL MAINTAIN THE JDB CLEAR DF TRASH AND DEBRIS THE WDRK AREAS ARE TO. BE PICKED UP A T THE END DF EACH WORK DA Y. 12 ANY TEMPDRARY FACILITIES FDR THE STORAGE DR PRDTECTlDN DF TDDLS, EQUIPMENT DR MA TERIALS SHALL .CDNFORM TO LOCAL REGULA TlDNS AND SHALL BE THE GENERAL CDNTRACTORS RESPONSIBILITY. THESE DDCUMENTS DO. NDT INCLUDE THE NECESSARY CDMPDNENTS FDR CDNSTRUCTlDN SAFETY. SAFETY, CARE OF ADJACENT PRDPERTIES DURING CDNSTRUCTlDN, AND CDMPLIANCE WITH STATE AND FEDERAL REGULATlDNS REGARDING SAFETY SHALL BE THE GENERAL CDNTRACTDRS RESPONSIBILITY. 13. THE GENERAL CONTRACTDR AND HIS SUBCDNTRACTDRS SHALL VISIT THE SITE AND BECDME FAMILIAR WITH ALL CDNDITIDNS PRIDR TO. SUBMIT7lNG HIS PROPDSAL. NO. EXTRAS DUE TO. UNFAMILIARITY WITH TH£ EXISTING SITE DR WORKING CDND!7lDNS WILL B£ ALLDWED. 14. CDNTRACTDR SHALL B£ R£QUIRED TO P£RFORM FINAL CL£ANUP CDNSISTING DF CLEANING TH£ PROPOSED DRAINAG£ AND SEWER SYST£MS DF ALL D£BRIS PRIDR TO. THE ACC£PTANCE BY TH£ OWNER. ADD!7l0NALL Y, THE PRDPDSED RDADWA Y SHALL BE CLEANED AND SWEPT,BY THE CONTRACTOR PRIDR TO ACCEPTANCE. 15 ALL EXCAVATION SHALL CDMPLY WITH DSHA'S LA TEST STANDARDS ALL REQUIREMENTS DF DSHA:S-EXCA VA TlDN STANDARDS SHALL BE PRDVIDED BY THE CDNTRACTOR INCLUDING, BUT NDT LIMITED TO, THE PRDVISIDN FOR A COMPETENT PERSON DN SITE MANAGER AND ANY REQUIRED DDCUMENTA TlDN THA T MA Y REQ(lIRE CERTIFICATION BY A PROFESSIDNAL ENGINEER. THE DWNER, THRDUGH ITS ENGINEER, SHALL EXPRESSLY NDT PRDVIDE ANY OF THE ABDVE: R£QUIREMENTS DESIGNA TEO BY DSliA 's EXCA VA .'IDN STANDARD. 16. TH£ CONTRACTOR SHALL BE SOLEL Y RESPDNSIBLE FDR THE CDST DF LA 'I1NG DUT ALL I TEMS OF THE WORK BAS£O ON C£RTAIN HDRIZDNTAL CONTRDL AND BENCHMARK SUPPLIED BY THE SURVEYDR OF RECORD. ANY DISCREPANCIES SHALL BE IMMEDIATELY R£PDR TED TO TH£ ENGINEER. 17. TH£ CONTRACTOR SHALL PRDWDE ALL MA TERIALS, LABDR, £QUIPMENT; PERMITS AND APPURTENANCES N£C£SSARY TO. PRDVIDE A CDMPLETE PRDJ£CT AS INDICATED DN THE PLANS AND IN THES£ SPECIFICA TlDNS. , lB. TH£ CONTRAC TOR SHALL BE RESPONSIBLE FOR A THDRDUGH SITE EXAMINA TlDN IN DRDER TO. PREPARE SIT£ FDR CDNSTRUCTlON. 19. ANY AND ALL DEMOLISHED TREES, STRUClVRES AND DTHER RUBBLE MATERIAL PERTAINING TO. THIS PRDJ£CT SHALL BE DISPDSED OF BY TH£ CDNTRACTDR DFF-SiTE A THIS eXPENSE IN ACCDRDANCE WITH ALL DF THE CITY/TDWN ORDINANCES AND ALL APPLICABLE STA TE AND FEDERAL ENVlRDNMENTAL R£GULA TlDNS 20. ALL PA v.[MENT DISlVRBED BY THE CDNTRACTOR'S DPERA liONS SHALL B£ R£PLACED IN ACCDRDANCE WITH THE SPEClFlCA TlDNS AND AS SHDWN DN TH£ DRA WINGS 21. ALL STREET £XCA VA TlDNS SHALL BE CDMPLETEL Y CLOSED A T THE END DF EACH WORKING DAY BY BACKFILLING OR CDv.[RING WITH STEEL PLATES. 22. ALL MA TERIALS AND METHODS ARE TO CDMPLY WITH THE CITy/TDWN DPW STANDARDS DR MASSACHUSUTS HIGHWAY (WHER£ APPLICABLE), UNLESS DTHERWlS£ DIRECTED BY THE ENGIN££R. 23. PERMITS WILL BE REOUIRED BY CDNTRACTOR WHEN WDRKING WlTI1IN DR DCCUPYING PUBLIC WA Y. CDNTRACTOR IS RESPDNSIBLE FDR DBTAINING ALL R£QUIRED WORK P£RMITS AND MAINTAINING A COPY DF ALL PERMITS IN A THREE RING BINDER OR PRDJECt BDDK AND DN-SITE AT ALL TlM£S 24. BACKFILL WILL BE PLAC£D IN SUCCESSIVE: LA YERS NDT MORE THAN TWEL v.[ INCHES IN THICKNESS AND SHALL BE CDMPACTED TO. 95% DF MAXIMUM DRY DENSITY DETERMINED BY STANDARD PRDCTOR TEST (ASTM 698) FDR ALL APPLICABL£ TYPES DF BACKFILL MA TERIAL. NO. FROZ£N MA TERIAL SHALL BE USED AS BACKFILL IF, IN TI1E DPINIDN OF THE ENGIN£ER DR TH£ DPW; THE EXCA VA TEO MA TERIAL IS UNSUITABLE, THE ENTIRE MAT£RIAL FDR BACKFILLING SHALL CDNSlST DF APPRDv.[D GRAVE:L DR APPRDv.[D BORRDPI, AS DIRECTED. AFTER THORDUGH TAMPING ARDUND AND BEN£A TH THE UTILI TY, A SIX-INCH LA YER DF BACKFILL WILL BE THDRDUCHL Y CDMPACTED AS FOLLOWS: IF DRY, SHALL BE MDISTENED AND THEN CDMPACTED WITH MECHANICAL TAMPERS OR BY HAND TAMPERS HA VING A TAMPING FACE NDT EXCEEDI.NG 25 SDUARE INCHES IN AREA. THE FINAL TWEL v.[ INCHES DF FILLING WILL, IN ALL CASES, CDNSIST DF APPROv.[D GRA v.[L THDROUGHL Y TAMP£O. 25. CDNTRACTOR SHALL PRDVIDE FI£LD CDMPACTlDN VE:RIFICA TlDN UTILIZING ASTM 0519.5-02, STANDARD TEST METHOD FDR D£NSITY OF SOIL &: RDCK IN-PLACE: AT D£PTHS BELOW TH£ SURFACE BY NUCLEAR METHDDS 26. CONTRACTOR SHALL PRDVIDE FIELD CDMPACTlDN RESULTS TO. ENGIN£ER WITHIN 24-HOURS PRIOR TO. PLAC£M£NT DF INFRASTRUCTfJRE OR BITUMINQ(lS BIND£R. LA YOUT NOTES I. CONTRACTOR SHALL REFER TO. THE ARCHITECTURAL PLANS FOR EXACT LOCATlDNS AND DIMENSlDNS OF VESTIBULES AND SHALL BE RESPONSlBL£ FDR ANY DISCREPANCIES IN, SLOPE PAVING; SIDEWALKS, EXIT PDRCHES, PRECIS£ BUILDING DIMENSIDNS AND EXACT BUILDING UTILITY ENTRANCE: LOCA lIDNS AS THEY RELA TE TO. THE ARCHITEClVRAL PLANS. 2. ALL CDNSTRUClION IN CITY RIGHT-OF-WAYS AND/OR EAS£MENTS SHALL B£ IN ACCORDANCE: WITH TH£ CITY/TDWN STANDARD SPECIFICATlDNS. :J. IN THE Ev.[NT DF DISCREPANCIES BETWEEN LOCAL SPECIFICA TlONS AND SITE SPECIFICA TlDNS, THE MDRE STRINGENT REQUIREMENT SHALL GDv.[RN. 4. SITE CONTRACTOR SHALL PRDTECT ALL BENCHMARKS AND PROPERTY MDNUMENTA TlDN AND SHALL REPLACE DR REPAIR, A THIS DWN eXPENSE, BENCHMARKS AND MDNUMENTA TlON DISTURBED DURING CDNSTRUCTION. S. SITE CDNTRACTDR SHALL PAINT ALL LIGHT PDLE BASES, CURBS, FIRE HYDRANTS, PIP£ BDLLARDS, SIGN BASES, AND DTHER SITE AND UlILiTY APPURTENANCES, AS REQ(lIRED BY LOCAL CDDE. 6. ALL STRIPING, PA v.[MENT MARKINGS, AND TRAmc SIGNAGE SHALL BE IN ACCORDANCE WITH TH£ MANUAL ON UNIFORM TRAFFIC CDNTROL DEVICES, LA TEST EDITIDN, UNLESS DTH£RWlSE NDTED ON THE PLANS. 7. ALL WORK SHALL COMPL Y WITH FEDERAL, STA TE AND LOCAL CDDES AND ORDINANCES INCLUDING BUT NDT LIMITED TO.: AASHlD, DSHA, EPA, DEP, MASS HIGHWA Y, AND THE TDWN DF AGAWAM. THE G£NERAL CONTRACTDR SHALL APPLY FDR ALL PERMITS AND SHALL PA Y ALL P£RMIT RELA TED FE£S. ALL NEC£SSARY PERMITS SHALL BE OBTAIN£D PRIOR TO THE START DF WORK 8. ALL DIMENSIDNS AND CDNDITIDNS SHDWN ON THE ORA WINGS ARE TO. BE v.[RIFlED BY THE CDNTRACTDR. IF FIELD CDNDITIDNS VARY SlGNlFICANn. Y ENDUGH TO REQ(lIRE A CHANGE TO. THE CONTRACT DDCUMENTS, THE PRDJ£CT PRDPDN£NT AND LANDSCAPE ARCHITECT/ENGINEER SHALL BE NOTIFIED IMM£DIATELY. 9. THE SITE/GENERAL CONTRACTDR AND SUBCDNTRACTORS SHALL CDNTACT THE DWNER AND LANDSCAPE ARCHITECT/ENGlNE£R SHDULD HE FIND ANY CONFLICT DR INCONSISTENCY BETWEEN TH£ WORK SHDWN DN THE DRAWINGS AND NDRMAL ACCEPTED CDNSTRUClIDN PRACTICES, OR HE SHALL ASSUME RESPONSIBILITY FDR ALL CDRRECTlDNS 10.. ANY CDRRECTlDNS REQ(lIR£D FOI? REVISIONS TO THE CONTRACT DRAWINGS INITlATED BY THE GENERAL CDNTRACTDR DR SUBCDNTRACTORS WlTHQ(lT PRIDR APPRDVAL DF THE DWN£R AND DR THE LANDSCAPE ARCHITECl/ENGIN£ER SHALL BE ACCDMPLISHED AT THE CDNTRACTDRS RISK. II. THE CDNTRACTDR SHALL BE RESPDNSIBLE FDR THE REMDVAL &: LEGAL DISPDSAL DF ALL MA TERIAL NECESSARY TO. PREPARE THE SITE FOR TH£ NEW CDNSTRUClION AS SHDWN DN THE SITE DRAWINGS. 12. REPAIR DAMAGED ClTY/TDWN RDADS AND CURBS IN ACCORDANCE WITH MASS HIGHWA Y AND/DR THE CITY/TDWN REGULA TlDNS, lJ. CONTRACTDR SHALL SAWCUT PAVE:MENT EDGE WliERE PAv.[M£NT TO. REMAIN IS ADJACENT TO. PAVE:MENT TO. BE REMDVE:D. 14. CDNTRACTDR SHALL PREPARE SITE AS NECESSARY FDR CONSTRUCTlDN SHDWN DN THE PLANS. EARTHWORK NOTES 1. THE CONTRACTOR IS SPECIFICALL Y CAUlIONED THA T THE LOCA TlON AND/DR ELEVA TlON OF EXISTING UlILilIES AS SHDWN DN THESE PLANS IS BASED DN RECDRDS DF THE VARIDUS UTILITY COMPANIES, AND WliERE PDSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. TH£ INFDRMATlDN IS NDT TO. BE RELIED ON AS BEING EXACT DR COMPLETE. THE CDNTRACTDR MUST CALL THE APPRDPRIA TE DIG SAFE AND UTILITY CDMPANIES A T LEAST 72 HDURS B£FDRE ANY EXCA VA TlDN TO. REQUEST EXACT FIELD LOCA TlDN DF UlILIT/£S. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTDR TO. R£LOCATE ALL EXISTING UTILITIES WHICH CDNFlICT WITH THE PRDPDSED IMPRDv.[MENTS SHOWN DN THE PLANS. 2. ALL CUT OR FILL SLDPES SHALL BE :J.·1 OR FLATTER UNLESS OTHERWlS£ NOTtD. :J. STORM PIPE SHALL BE AS NDTED DN PLANS. 4. EXISTING DRAINAG£ STRUCTURES TO. BE INSPECTED AND R£PAIRED AS NEEDED. AND £XISlING PIPES TO. BE CL£ANED DUT TO REMOv.[ ALL SILT AND DEBRIS. 5. EXISTING GRADE CONTDUR INTERVALS SHOWN AT 1 FDOT INTERVALS 6. PRDPDSED GRADE CDNTDUR INTERVALS SHDWN AT 1 FDDT INTERVALS. 7. IF ANY EXISTlNG STRUClVRES TO. REMAIN ARE DAMAGED DURING CDNSTRUCTlDN IT SHALL BE THE CDNTRACTDRS RESPDNSIBILITY TO R£PAIR AND/DR REPLACE THE EXISTlNG STRUCTURE AS NECESSARY TO RElVRN IT TO EXISTING CDNDITIDNS DR BETTER. 8. ALL STDRM PIPE ENTERING STRUCTURES SHALL BE SEALED TO. ASSURE CDNNECTlDN AT STRUClVRE IS WA TERTIGHT. 9. ALL STORM S£WER MANHDLES FRAMES AND GRATES ARE TO BE SET EOUAL TO. FINISH GRADES, AND SHALL HA v.[ TRAmc BEARING RING &: CDv.[RS (H20). LIDS SHALL BE LABELED "STDRM SEWER: 10.. CDNTRACTDR SHALL ADJlJST AND/OR CUT EXISTING PA v.[MENT AS NECESSARY TO. ASSURE A SMDDTH FIT AND CDNTlNUDUS GRADE. II. CDNTRACTOR SHALL ASSURE PDSITlv.[ DRAINAGE AWAY FRDM BUILDINGS FDR ALL NA lVRAL AND PA v.[D AREAS. 12. TOPOGRAPHIC INFORMA TlON TAKEN FROM A EXlSTlNG CONDITIONS PLAN BY R L£VE:SOUE ASSDClATES, INC. IF CDNTRACTDR DOES NDT ACCEPT EXISTING TOPDGRAPHY AS SHOWN ON THE PLANS, WlTHQ(lT EXCEPTlDN, HE SHALL HAVE: MADE, AT HIS EXP£NSE, A TOPDGRAPHIC SURVE:Y BY A REGISTER£D LAND SURVE:YOR AND SUBMIT IT TO THE DWNER FDR REVI£W. 13. ALL UNSURFACED AREAS DISTURBED BY GRADING DPERATION SHALL RECE:Iv.[ 4 INCHES Of TOPSOIL. CONTlfACTon S#ALL APPL)I' §W}ILllA i78N f).t}!?If3 ffl All §L8f3f§ Jf./.; iii OR STEEPER. CDNTRACTOR SHALL GRASS DISTURBED AREAS IN ACCDRDANCE WITH THE SPECIFICA TlONS UNTIL A HEAL THY STANO OF GRASS IS OBTAINED. 14. CONSTRUCTlDN SHALL COI.!PL Y WITH ALL APPLlc.ABLE GOVE:RNlNG CDDES AND B£ CDNSTRUCTED TO. SAME. 15. EARTHWORK FDR ALL BUILDING FQ(lNDATIONS AND SLABS SHALL BE IN ACCDRDANC£ WITH ARCHITECTURAL BUILDING PLANS AND SPECIFICA TlONS. 16. IF CDNTRACTOR RELOCA TES DR SETS N£W BENCHMARKS, THE VE:RlICAL ELEVA TlONS DF THE BENCHMARKS SHALL BE SET WITHIN A TDLERANCE DF 0..010 FT. ALL FDOTINGS AND FDUNDA TlDNS FOR PRDPDS£O STRUCTURES SHALL BE £XCA VA TED TO. NA liVE: SUBGRADE AND COMPACTED PER ARCHITECTURAL SPECIFICA TlDNS 17. CDNTRACTDR SHALL LEA v.[ GRADE BEHIND CURB IN ALL PLANTER AREAS A MINIMUM DF 4· LDW FDR THE PLACEMENT DF SUITABLE TOPSOIL OR PLANTING MIX. lB. CONTRACTDR TO. SPREAD ON-SITE STOCKPILE TO. A 4" DEPTH DN ALL AR£AS TO. BE SDD£D/SEEDED AS SHDWN DN LANDSCAPE DRAWINGS SITE CDNTRACTOR FINE GRADE OF INSTALLED TOPSOIL PRIOR TO HYDRDMULCHING BY LANDSCAPE SUB-CONTRACTOR. 19. TDP DF WALL (TDP) SHDWN ON GRADING PLANS REPRES£NTS THE HIGHEST PDINT ON THE FINISH WALL. BDTTOM DF WALL (BDW) SHOWN DN GRADING PLANS REPRESENTS BDTTOM OF EXPDSED FACE DF WALL AT FINISH GRADE AND SHALL NDT B£ CDNSlDERED . AS BDTTOM DF WALL BASE DR FOOTING. SITE UTILITY NOTES GENERAL: I. ALL FILL MATERIAL IS TO. BE IN PLACE, AND CDMPACTED BEFORE INSTALLATlDN DF PRDPDSED UTILITIES. 2. TDPS DF £XISlING MANHDLES SHALL B£ SET EQ(lAL TO. FINISH GRADE. IN GRASSED LANDSCAP£D AREAS WITH WA TER TIGHT LIDS 3. ALL CDNCRETE FDR ENCASEMENTS SHALL HA VE: A MINIMUM 2B DA Y CDMPRESSION STRENGTH AT 300.0 P.SI. 4. DRAWINGS DO. NDT puRPDRT TO. SHDW ALL EXISlING UlILiTIES 5. EXISTING UTILITIES SHALL BE v.[RIFIED IN FIELD PRIOR TO INSTALLA TlDN DF ANY NEW LINES. 6. PRIDR TO. CONSTRUCTlDN DF UTiLlTl£S REFeR TO ARCHITEClVRAL INTERIDR PLUMBING ORA WINGS FDR ALL lI£ -INS. 7. SITE/GENERAL CDN TRACTOR IS RESPONSIBLE FOR CDMPL'I1NG TO. THE SPECIFIC A TlONS DF TH£ LOCAL AUTHORITI£S AT THE CITY WITH REGARD TO. MA TERIALS AND INSTALLA TlON OF TH£ WA TER AND SEWER LINES. B. THE CONTRACTOR IS SPECIFICALL Y CAUTlDN£O THA T THE LOCA lIDN AND/DR ELEVA TlDN OF EXISTING UTiLITI£S AS SHDWN DN THESE PLANS IS BASED DN RECDRDS OF THE VARIOUS UTILITY COMPANI£S, AND WIi£RE PDSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. TH£ INFORMATlDN IS NDT TO. B£ RELIED DN AS BEING EXACT DR COMPLETE. TH£ CDNTRACTOR MUST CALL THE APPRDPRIA TE UlILiTY CDMPANI£S A T LEAST 72 HDURS BEFORE ANY EXCA VA TlON TO RFOI JFST FXA r. T FIFI n I (Jr.A TI(JN OF /JTIIITIFS. IT SHAll RF TH£ RESPDNSIBILITY DF TH£ CONTRACTDR TO RELOCATE ALL EXISTING UTiLITI£S WHICH CDNFLICT WITH TH£ PRDPDSED IMPRDv.[MENTS SHDWN DN THE PLANS. 9. ALL NECESSARY INSPECTlDNS AND/OR CERTlFlCA TlDNS REQUIRED BY CDDES AND/OR UTILITY SERVICE CDMPANI£S SHALL B£ PERFDRMED PRIOR TO. ANNQ(lNCED BUILDING POSSESSION AND THE FINAL CDNNECTION OF SERII!CE. 10.. CDNTRACTDR SHALL CDDRDINATE WITH ALL UTILITY COMPANIES FOR INSTALLAlIDN REOUIREM£NTS AND SPECIFICA TlDNS. 11. CONTRACTOR SHALL CDDROINATE INSPECTION DF UlILiTY LINES WITH APPROPRIATE AUTHDRITI£S PRIDR TO. BAG.KFlLLlNG TRENCHES. 12. CDNTRACTOR SHALL CDMPL Y WITH THE LA TEST OSHA STANDARDS OR DIRECTlVE:S DR ANY DTHER AGENCY HA VlNG JURISDICTlDN FOR EXCA VA TlDN AND TRENCHING PROCEDURES. THE CDNTRACTOR SHALL BE RESPONSIBLE FDR TH£ D£SIGN AND MAINTENANCE DF ALL SUPPORT SYSTEMS, SLOPING, BENCHING, AND DTHER MEANS DF PRO. TEC TlON. 13. CONTRACTDR SHALL CooRDINA TE INSTALLA TlON DF UTiLITI£S WITH LOCAL COMPANIES TO A lIVID CDNFLICTS AND TO. ASSURE THA T PROPER DEPTHS AR£ ACHIEVE:D. CONTRACTOR SHALL COORDINATE WITH LOCAL UlILiTY CDMPANIES FOR EXACT LOCATlDN AND SCHEDULING OF CONNECTlDNS TO THEIR FACILITIES. 14. THE LDCATlDN DF EXISTING UNDERGRDUND UTiLlTI£S ARE SHDWN IN AN APPRDXlMATE WA Y ONL Y, DUE TO. THE LAG.K DF AVAILABLE DDCUMENTA TlDN. ALL UTILITIES, INCLUDING CURB BDXES, MA Y NDT BE SHDWN ON THESE ORA WINGS. THE CDNTRACTDR SHALL CALL THE 'DIG s.AFE CENTER" TO. HA v.[ ALL UTILITIES MARKED DN THE GRDUND PRIOR TO THE START DF CDNSTRUCTION IS. THE CDNTRACTOR SHALL BE RESPDNSlBLE FDR DETERMINING THE EXACT LOCATlDN OF ALL EXISTING UTiLIllES. THE CDNTRACTDR SHALL B£ FULL Y RESPONSIBLE FDR ANY AND ALL DAMAGES WliICH DCCUR DuE TO. HIS FAILURE TO. LOCA TE AND PRESERv.[ ANY AND ALL UNDERGRDUND UTILITIES. 16 .. 00. NDT INTERRUPT EXISlING U77L1l1ES WlTHDuT AUTHDRIZATION FRDM THE DWNER, DWNERS DF ADJACENT PRDPERTlES, AND THE CDRR£SPDNDING UTILITY DWN£R. GDNTRACTDR SHALL ARRANGE TO SHUT OFF UTiLITI£S, AS REQ(IIRED, VtrTH THE UTILITY DWNERS. 17. COORDINATE UTILITY lERMINA liON WITH UTILITY DWNERS. SEWER: . I. ALL SANITARY SEWERS, SEWER FORCE MAINS, AND SEWER LA TERALS SHALL B£ INSTALL£D IN FIRST-CLASS BEDDING AND IN ACCORDANCE WITH THE DEPARTMENT DF PUBLIC WORKS SPECIFICA liONS. SEWERS SHALL B£ INSTALLED TO. THE LINE AND GRADE INDICA TEO DN THE PLANS. 2. DNL Y PRECAST GDNCRETE MANHOLES OF A DESIGN APPRDVE:D BY THE TDWN ENGINEER SHALL BE INSTALLED IN ASSDClA TlDN vtrTH THE SANITARY SEWER LA TERAL. :J. NO. GRDUNDWATER DR SURFAC£ WATER SHALL BE DISCHARGED INTO. THE SANITARY SEWER. 4. WliERE RDCK IS ENCQ(lNTERED, IT SHALL BE REMDVE:D TO A DEPTH OF DNE FDDT BELOW THE FlDWl..INE DF THE S£WER AND THE PIPE LAID IN A PROPERL Y COMPACTED GRANULAR MA TERIAL APPRDv.[D BY THE TDWN ENGINEER. S. DNL Y GRANULAR MA TERIAL APPRDVE:D BY TH£ TDWN ENGINEER SHALL BE USED AS BACKFILL IN ANY SEWER TRENCH EXCA VA lIDN. 6. ALL SANITARY SEWER MANHOLE INVE:RTS AR£ TO. BE BRICK AS SHDWN IN THE TDWN OF AGAWAM SEWER MANHDLE DETAIL. WATER: 1. CDNTRACTOR SHALL CDNTACT THE CITY WATER RESDuRCE DEPARTMENT FDR SPEClFlCATlDNS AND MAKE DF VALVE:S, VALv.[ BDXES, FIRE HYDRANTS AND ALL DTHER WA TER LINE APPURTENANCES 2. ALL WATER MAINS, UNLESS DTHERWISE NOTED, SHALL BE INSTALL£D WITH A MINIMUM Flv.[ FEET OF CDVE:R. WliEN CRDSSlNG ABOv.[ OR BHDW WA TER PIPruNES, A /.llNiMUM v.[RTICAL SEPARATION OF SIX INCHES SHALL BE PRDVIDED. WliEN CRDSSING SANITARY SEWERS, A MINIMUM DF IB" SHALL BE PRDII!DED. 3. ALL WATm MAiNS, HYDRANT BRANCHES, AND SERVICES SHALL HAv.[ uTILITY WARNING TAPE. TH£ TAPE SHALL BE BURIED APPRDXIMA TEL Y 2 FE£T BELOW FINISHED GRADE.' . 4. BACKFILL SHALL BE COMPACTED TO 95 PERC£NT DF THE STANDARD PRDCTOR (JfN§ITr ~:3 f2flftrMIN£(J rTf' A§TM OO(j{1 G(JMfAGllON f(JUlfMfNT IJ5fIJ MIJ§T flf SPECIFICALL Y DESIGNED FDR COMPACTIDN. TAMPING WITH THE BACK DF THE BACK HOE BUCKET IS UNACCEPTABLE COMPACTIDN. S. ALL WA Tm MAINS &: SERVICE PIP£S SHALL BE LAID IN A TRENCH SEPARA TE FROM ANY OTH£R UTILITY (GAS, HECTRlc, TELEPHONE, ETC.) SHALL BE A MINIMUM NO. LESS THAN FIVE: (5) FEET FRDM ANDTHER UTILITY. 6. ALL MATERIAL SHALL BE IN ACCORDANCE: WITH CITY/TOWN WATER R£SQ(lRCE DEPARTM£NT "RULES & REGULA TlDNS~ ALL WORK TO. BE PERFDRMED IN ACCORDANCE WITH ClTY/TDWN WATER RESDURCE DEPARTMENT "SPECIFICATIONS: CITY/TOWN WATER RESDURCE DEPARTMENT STANDARDS SHALL TAKE PRECEDENCE Dv.[R ANY REQ(IIREMENTS LISTED ABOVE:: 24" DlA. CAST IRDN MANHDLE CDv.[R AND FRAME FOR ALL NEW STORM MANHDLE USE LEBARDN LK-1I0 CDVE:R DR APPRDVE:D EQ(lAL W/ "STDRM" LEGEND CAST-IN PRECAST CDNCRETE '-~ rO..9A1 AI.~NHOL£ ........ OR EXISTING MANHDLE r-~/EOPRI,NE SEAL ,FINl5'H GRADE TYPICAL 4B" DIA.-~-1 FlEXIBLE RUBBER BODT (TYP.) 1 I STORM MANHOLE DETAIL PERMITTING R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westiield, MA 01086 Ilalu.ud,c.ou:1 T Russo Jr. Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: 12-28·10 REVISTO'IS: A)UPDA TED PL.AN 4-05·11 UNAUTHOlUZED ALTERA TlON OF THIS DOCUMENT IS A VIOLATION OF MASSACHllSETTS STATE LAW SCALE: NONE RLA PRO]. NUMBER: 100403 SEPAIi:4 TION CYLINDER ANDINlET CENTER OF COS STRUCTURE, SCREEN AND SUMP OPENING TOP SLAIB A,CCE'SS'" (SEE FIi:4ME AND COVER DETAIL) A L FLOW - TOPSLABACCESS PVC HYDIi:4ULIC SHEAR PlATE 48"lO. MANHOLE STRVCTURE +/-65'1_~ MAX PLAN VIEW FI8ERGLASS\ SEPAIi:4 T/oN CYLINDER CONTRACTOR TO GROUT TO FINISHED GIi:4DE AND INLET / r GIi:4OE / RlNGSlRISERS ~E!~~~~~~~l~~~~*~' /<,,«/.// a , , :L \ I ,~;: '. \ :~ ... • .. ..... ", II 3 '-6. ~ • r~1''PEnET MAYBEACCOMMOOATED) , r" F-=-,==-+i'4-"---j~ II F-"1-1-------, {-, 1-_ I r:.I-' - • -Ii' "Im F'·ct-,--7I; \t.J.='4, --;;I'T-:L:: _IJ.... ~ti'.1-~ -J: --+ '~'h .../---t-+----f--1 fj V. 112; . ~I\ . / I .1 .. ' I "-PERMANENT OIL BAFFL£..../ .':' ~ .1,1'. . • POOL ElEV. S.'v''RT '~'. :'. l ~ j I .. ·1 ... ··. ''', ··.i~ .. ·cv r· .. ':,":.,; (4'-8") V MINIMUM h 'j 1 '-9" j ': S£PARATlON..../ ;'" I (2; ... SCR££N t< I I;:' : PVC HYDRAULIC SH£AR ..../.. ' • ."'. Y' ... , .... .......... '+ ______ .L PLATE .. . :" '. . .. , ,'.,-.. .. :. " ~w·~ ," 4:'· .:' 4' 'A~." : .~." :. SOLlDSSTORAG£ ~ -~ SUMP SECTIONA-A liQ]J:. PROVIDE GRA TE TYPE COI-fR FOR UNIT. FRAME & COVER CENERAL NQTES t. CONTECH TO. PROVIDE ALL MATERIALS UNLESS NOTED OTHERWfS£. 2. DIMENSIONS MARKED WfTH ( ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MA Y VARY. J. FOR FABRICATlDN DRAWfNCS WfTH DETAILED STRUCTURE DIMENSIONS ANO WElCHTS, PLEASE CONTACT YOUR CONJrCH STORMWATER SOlUTIONS REPRESENT A Till£. www.conlechslormwat .. r.com 4. COS WATER QUALITY STRUCTURE SHALL BE IN ACCDRDANCE WfTH ALL DESIGN DATA AND INFo.RMA Tlo.N CDNTAINED IN THIS ORA WfNG. 5. STRUCTURE AND CASTINCS SHALL MEET AASHTO HS2o. LOAD RA TlNG. 6. PVC HYDRAULIC SHEAR PLA TE IS PLACED aN SHELF A T BOTTOM OF SCREEN CI1.INDER. REMDVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLA TlON No.JrS t. ANY SUB-BAS£, BACKFILL DEPTH, AND/DR ANTI-FLo.TA TlON PROVISIONS ARE SITE-SPEc/FIC DESIGN CDNSlDERATIONS AND SHALL BE SPECIFIED BY ENGINEER o.F RECORD. 2. CONTRACTOR TO. PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO. LIFT AND SET THE CDS MANHOLE STRUCTURE (LlFTINC CLUTCHES PRo.VlDED). J. CDNTRACTDR TO. ADD JOINT SEALANT BETJ+EEN ALL STRUCTURE SEC11ONS, AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO. PRo.VlDE, INSTALL. AND GRo.UT PIPES, MATCH PIPE INI-fRTS WfTH ELEVATIONS SHDWN, S. CONTRACTOR TO. TAKE APPRo.PRIA TE MEASURES TO ASSURE UNIT IS WATER TlCHT, Ho.LDINC WATER TO FLo.WLINE INVERT MINIMUM. IT IS SUGGESTED THA T ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. 1 CONTECH PRECAST CONCRETE WATER QUALITY UNIT CDS2015-4 NO SCALE FDUNDA 11DN &< FDD TlNC CUL TEC RECHARCER HEA VY-DU TY CHAMBER 1-2" WASHED CRUSHED STONE 95% COMPACTED FILL 4 02. NON-WOVEN FILTER FABRIC AROUND STONE (TOP AND SIDES) VBHD: 12.0" '. ' . . , .. '.'. . ~.,.: " " ,; .~ .. :"':'.-.:":~'.:'~.. .." .... ~ .. :,:, . .';. " .:., . . . ',', '., .', .,'. . '., .; .. '\ ........ :..: ...... " .. ' " .. '1" :. ~ • . ~ .... ,-. 12.0"-+---j-~ TYP. AT SIDES AND ENDS OF UNITS 60." . ,', . .•.•. .J' .. .. '." ',' 66" 0. C. 32.0' R-33DXL: 34.0." 6.0" NA JIVE MA TERIAL (TO BE APPROVED BY ENGINEER) CULTEC RECHARGER TYPICAL CROSS SECTION NO. SCALE PA VEMENT 4 02 NDN-WOVEN FILTER FABRIC ARDUND STONE 1 -2 INCH DIA. WASHED. CRUSHED STONE 95% COMPACTED FILL H-2D RA TED CAST IRON INSPECTION PDRT WITH RISER AND CDNCRETE COLLAR (TYPICAL) 12.0" [203 mm} MIN. .. .. " .. .. " .. " .. " .. " 0"00,0""".0 .. vaHO: 32.0." R-330.XL: 34.0" .. 00 00 00 .. 000 ........ o 0 • • o • • ~~g~o~o~ .. ~".~.~. ~o~~~~ .. ~ ... ~ .. ~".~.~.~o~.~ .. ~ .. ~.~. ~ .. "~.~. ~~~~~~~~~~.~. ~~~~i~~====J6~.D" [152 mm} MIN. .~' > -~-:', ~:.'.:~ .. ,: ":"'. :;.;. ,: , ""-.' ";-' ,': ',-. ,'.'~.' :: :; .:: .. ; : .. -.--.: ' ..... ~ -:-'"::.; > .. ; "." .. " .".". " ... -.... ,.: .. : .. '.":' , ...... , .... :-.~ ... ~ ,: .... :~. ~.' .. :"\": ~:' . '. ' ", :; ::.~ ., , • . . . -. . , .. ,? ..,. ... .... .'. "." '. :', ....... ". . . . . .......... ,'", • ". ' .. ::< ."~' .. ' .," . ", .'. . ... :. ." ". '..' . '. .'" .. ', .. '"... '.'. ....... .. . 12.0" [30.5 mm} (TYP.) >"':":'{' ":'.: .... ~ .... ····:b~·:~···'· .",'. -........ :-';. :.:., .. ,.,:,,~ -", "., :.~ ." ',' . ',' .. , . .-"" .,.' ".,." '" .. ': .. ~:. I,':: ': '-.' ,'. . .,'.\ .' .... " :.~. . CUL TEC NO.. 2DL POL YETH YLENE LINER CULTEC TYPICAL ROW AND PORT DETAIL NO SCALE NA 11VE MATERIAL (TO BE APPROVED BY ENCINEER) t-----AS SHOWN ON PLANS -----I m CULTEC NO. 410. FILTER FABRIC 7.5' x 30.0.' ~ HVI.. V STARTER D RECHARCER INTERMEDIATE rn HVl..V END = HVI.. V FlfOX4 FEED CONNECTORS _ CULTEC NO. 20L POL'ffTHYLENE LINER 24" DIA. CAST IRaN MANHOLE COVER AND FRAME ~-NON-WOI-fN GEOTEXTILE FABRIC (TYPAR 130 o.R EQUAL) 12 INCH INLET 10 INCH CLtAN,OUir~ 12 INCH o.UTLET Wfi'AP EN11RE ROW WfTH No..410 FILTER FABRIC 10. INCH CLEANOUT CULTEC RECHARGER® LEGEND FDR ALL NEW STORM MANHo.LE USE LEBARo.N LK-flO CDI£R OR APPRo.l-fD EQUAL W/ "DRAIN" LEGEND CAST-IN PRECAST CONCRETE STORM MANHOLE DR EXISTINC MANHDLE STANO PIPE ---..... SEE SITE PLANS FOR o.PENlNC ~AIEO,DRt-NE SEAL r-f7N/~';H GRADE DIA.-~..j STEPS TYPICAL FLEXIBLE RUBBER BOo.T (TYP.) 5 STORM OVERFLOW MANHOLE DETAIL NO. SCALE 6 ~-~3/4"-1 1/2" WASHED STONE o OO .... ~O:O:;F=..L-_-4" DIA. PERFDRA TED PIPE (ADS DR APPROI-fD EQUAL) ogo r 0 (TO. BE PLACED LEI-fL AROUND BUILOING FOUNDA Tlo.N) o o o 6" TYPICAL BUILDING FOUNDATION DRAIN DETAIL NO. SCALE t:l ~ ~ 7 8" . - I '" 1\ ~ • '" - /~ I \ I '..;- -. I -pvc Bo.DY >- --= ~ CAST IRON GRATE SUITABLE CDMPACTED BACKFILL ~WA TER TIGHT APTER All J ~~- ~ SUBBASE ADS NYLOPLAST YARD DRAIN BASIN NO. SCALE WfDTH AND NUMBER OF RDWS AS SHOWN DN PLANS COLLECTION K(JJ'V}/ "'--CUL JrC 20L POl. YLINER TO BE PLACED UNDER ALL STARTER AND END UNITS TO PREVENT SCOURING o.F STo.NE CULTEC RECHARGER® V8HD STORMW ATER BED 10 INCH o.VE7i'FLo.W, DVERflOWS SHALL CONNECT CHAMBER ROWS A T CROWN OF CHAMBERS (CENTER THREE Ro.WS ONL y) 2 CULTEC SUBSURFACE STORMWATER INFILTRATION DETAIL NO. SCALE PERMITTING R LEVESQUE ASSOCIA TK'i, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting pll: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westlield, MA OIU:«i rlaland.com PREPARED FOR: T Ru sso .If. Construction Co., Inc. 204 Suffield Street Agawam, MA 0 I 030 ISSUANCU; DATE: ----- .. ~---j 12-28-10 REVISIONS: DATE: L"JAUTHQRIZiD ALTCRAI"lCi:\ o. TI-IIS DOCUMENT tS A VIOLATI ON OF MASSACHUSETrS STATE LAW AS SHOWN RLA PRO!. NUMBER: :00403 DRAWI:>IG# .' ,. ~ STANDARD MANHOLE FRAME AND CO~R SEE 202,7.1 AND 202,8,1 M ~ 30" g "" ~DIAMElFR I\I\~:------TO INCLUDE "SEWER'; SEE DETAIL #2 ADJUST TO GRADE WITH NO LESS THAN 6" AND NO MORE THAN 12" OF CONCRETE BRICK MASONRY. FRAME TO BE SET IN A FULL I '~~ 3 ,~"" ~ tJVi M ~ t:3, -------~ _ il:: '1'-11 ~" r ---------- '" [-' '-i' ~ '"" ~ Vi I =u \ bj 48"~/" DIA, I" ()j ~' Ik" };A / - <..J ~ '" MfX , '~ I ~' ~~IL , L-A 5" MIN. I" CLEAR J I I 0.80 OF PIPE DIA, 5" MIN. /' >'-1-~ _______ '-- :~ 5" MIN. 6" 0 KOR-"N" -SEAL OR EQUAL BED OF MORTAR. FLA T SLAB TOP FOR SHALLOW MANHOI.ES SEAL ALL JOINTS WITH APPRO~D PREFORMED BIT. JOINT FILLER MINIMUM 0.12 SQ. IN, OF SlFEL PER ~R TICAL FOO T. PLA CEO ACCORDING TO ASlM SPECIFICATION C 418 SEE JOINT DETAILS BELOW IN~RlFD ARCH WITH HARD CLA Y BRICK LAID ON EDGE SHELF OF STRUCTURE TO BE HEADERS LAID FLA T BRICK CHIPS OR CRUSHED STONE AND MORTAR ~ ~ • ~ " RAISED DIAMOND SURFACE DESIGN COVER TO READ "SEWER" IN 3" HIGH LETTERS (2) PICK HOLES REQUIRED COVER TO BE EQUAL TO "LEBARON L32C19" AS APPROVED BY THE TOWN ENGINEER A I I --JlII-llll ~:::::::::::='~-I=----rL.. I 5" Ilr:- 30" MANHOLE COVER N.T.S. 202.6.1 • A -t. .., " ", " '., ' "', . . "., : FlLlFR FABRIC 5' OC , , '~ U'NIJ ISTURBtD GROUND 10' MINIMUM FROM TOE OF SLOPE RLITR FABRIC COMPACT TRENCH I- r5 :::. 8 CD 21 HARDWOOD '-' STAKE 0:: CD L:" , <D ,",.. " ., ',f'!"" L 0 'zz> ·~~~'S:~~~·~:'::";::f:~.,:.;" ":::"";::":",,:,"':c..'_'_ ,.----.\ GROUf.Il EM~ '--IS" SECTION A-A NOTES,' COMPACT TRENCH 1. SILT FENCE IS TO BE INSTALLED BEFORE ANY LAND DISTURBING ACTIVAlFS START AT THE CONSTRUCTION SllF -OR-AS DIREClFD IN THE SllF's EROSION AND SEDIMEN TA TlON PLAN. 2. INSPECT SILT FENCE ON WEEKL Y BASIS AND AFlFR EACH RAIN ANY DETERIORA lFD/DAMAC£D SIL T FENCE MUST BE REPLACED IMMEDIA TEL Y. 1 1 ;>" MIN l-fII3" MIN. 11_ 1 1/2" MIN .Ll.!. ~--1 -J a 1J/16" MIN. 32" -, J. REMO~ SILT FROM FENCE AS NEEDED -OR-WHEN THE SILT HAS ACCUMULATED TO HALF THE ORIGINAL HEIGHT OF THE FENCE. 4. WHEN JOINING TWO SECTIONS OF FENCE, ROLL THE END STAKES TOGETHER SUCH THAT THERE IS NO CAP IN THE FENCE; O~RLAPPING FENCE SECTIONS IS Nor AN ACCEPTABLE ALlFRNATl~ SECTION B B I I 3"M/~ t I" CLEAR SECTION A A FILL IN VOID BETWEEN SEAL AND BRICKS (UP TO SPRING LINE) MANHOlE ~TFP DROP FRONT DESIGN CAST IN WALL I DIA. I I • • ----; , ",--JOINT DETAILS CHANNEL NP TH 1 STANDARD SANITARY MANHOLE DETAIL (S-l) NO SCALE -AGAWAM DETAIL S-I ANCHOR BLANKET IN A T7?ENCH ALONG THE TOP OF SLOPE BACKF~L & COMPACT PREPARE SLOPE BEFORE STAPLE OR PIN BLANKET IN ACCORDANCE WITH MANUFACTURERS SPECIFICA TlONS ~-~';:~~Sf.~W CONT7?OL FABRIC EQUAL TO NORTH AMERICAN GREEN SCI50 OR SI50 AS SPECIFIED ON PLAN SHEETS OR OllfERWfSE DIREClFD BY ENGINEER/ LANDSCAPE ARCHllFCT APPL YlNG SLOPE PROlFCTlON MA lFRIAL: 4" LOAM BORROW & H'rVROSEED 4 SLOPE PROTECTION MATERIAL INSTALLATION NO SCALE 12" DIA FlLlFR SOCK BY FlLT7?EXX(OR EQUAL) r IN!iTIiI,I, f'flf /rf.IiN!!fl!r;T!!.lffR';i JFfr;lflr;A TfQNd / ~FABRIC MESH TUBE WOR:U:::'::;~~'~·:":~\~" ~ WOOD-CHIP & COMPOST MIX -::---~_"","";,:,,,",<:;,;,,,,,,,':~ •• ~"'~;~::.::.::, PROlFClFD AREA IN SWALES OR AREAS OF CONCENTRA TED RUNOFF ADD COMPOST/WOOD-CHIP MIX OR PEASTONE ON UPSLOPE SIDE £XtsljNC-GR"AOI-- SOCKS MA Y BE STACKED TO FORM SEDIMENT BASINS OR CHECK DAMS TYPICAL FIt., TER SOCK INSTAt.,LA TION 5 SEDIMENT BARRIER AL TERNA TIVE NO SCALE (CONT7?ACTORS OPTION) 0% OIA " FRAME TO BE EQUAL (AS APPROVED BY THE TOWN ENGINEER) TO "LEBARON LC32S' TOTAL WEIGHT OF FRAME & COVER = 551 LBS I~ ~I =====:::;:;:;;J==~ 8" ~------__ ~J~0" __ --'===-__ -L~~J/4" I 40" SECTION A-A 30" MANHOLE FRAME TYPE ·c· N.T.5. 202.7.1 I 2 SANITARY SEWER FRAME & COVER (S-3) 2 EACH DUMP STRAPS I ~ f NO SCALE AGAWAM DETAIL S J DUMP STRAP---"? DUMP STRAP !" (25 mm) REl9AIi1 --.;::------="6-~;__-..... FOR BAG REMOVAL FROM INLET SIL TSA CK--- "ittt-+.:+--EXPANSION REST7?AINT [1/4" (6 mm) N'I1.ON ROPE. 2" (51 mm) FLA T WASHERS] . ' " ' • ~'. '. '., '. ' .,. 4 . ~ ': . 6 INLET PROTECTION SEDIMENT FILTER SACK NO SCALE .... is ;! 10' MINIMUM FROM TOE OF SLOPE ~ ~ HARDWOOD ~ STAKE as ' .. :.'-." ... FlL lFR FABRIC FABRIC MESH TUBE ~ ",. -\~", ... '~: ... :.>.:.', ,;,:':.""<.)',:'t".,:,:"":",,,',~:?:o ~~? UNDISTURBED GROUND ~~ ',. " ' IN SWALES OR AREAS OF CONCENTRA lFD RUNOFF AOD COMPOST/WOOD-CHIP MIX OR PEASTONE ON UPSLOPE SIDE EMBED FLAP 6" • to WOOD-CHIP & ~ COMPOST MIX ':i! I COMPACT T7?ENCH 12" DIA FlLlFR SOCK BY FlLTREXX(OR EQUAL) INSTALL PER MANUFACTURER's SPECIRCA TlONS SECTION B-B ~-I~'" J SILT FENCE mS-2) NO SCALE -AGAWAM DETAIL ES-2 1-3/4" TO 3" ANGULAR CRUSHED ~Ll ''';, , ,;;,;.s: ; .... ,.; .... ~ ='<X""I~"a"" I -1-1.---:-=-----15' MINIMUM SECTlON A -A 50' MINIMUM . .-_~~A~+-~~~~~~~~~~k1.. ~~_ '~i{,f~~~t~ji£~if1;~1~1~i~1;~~t NOlFS: ;:;TAIN SIDEWALK THROUGH '~ r--r\ ENTRANCE (iF PRESENT) r-- r-- r-- I I I I I I I I I I I I 1. EACH SllF ENTRANCE IS TO HA~ A TEMPORARY CONST7?UCTlON 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 IMEADEITL Y. 4, ADDITIONAL STONE IS TO BE ADDED TO llfE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEPTH. 5. ANY SIDEWALK DAMAGED DURING CONST7?UCllON MUST BE REPLACED AT THE CONT7?ACTORS/DE~LOPERS EXPENSE. 6, 51DEWALK MUST REMAIN PASSABLE. IF THE SIDEWALK BECOMES UNSAFE OR IMPASSABL£, A lFMPORARY SIDEWALK/ SIDEWALK DETOUR MUST BE PROVIDED, 1 ~-}7.AI?ED ENO TEMPORARY CONSTRUCTION ENTRANCE (ES-l) NO SCALE -AGAWAM DETAIL ES-1 FLARED END RIP-RAP STONE 50 LBS MIN. 125 LBS MAX M:IGHT AS PER MASS D,P'W. SPECS, M 2,D2,J A PLAN VIEW RIP-RAP ENERGY STILLING BASIN SECTION A A 8 I RIP RAP ENERGY STILLING BASIN , NO SCALE 9 EROSION CONTROL-DOUBLE BARRIER NO SCALE -AGAWAM DETAIL ES-2 & RLlFR SOCK PERMITTING R LEVESQUE ASSOClATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413,5680986 75 Broad Street, Suite C P,O, Box 640 Westfield, MA 01086 rlaland,com TRusso k Constructi()l1_C:o-,-,)nc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: 12·28-10 REVISIONS: UNAUTHORlZED AL TERA nON OF THIS DOCUMENT IS A VIOLA nON OF MASSACHUSETTS STATE LAW AS SHOWN RLA PRO}, NUMBER: 100403 DRAWING # ,,(,~ . r .".j :- iiW II "~ I-rnrn '~lb , , , COMPA C TEO GRANULAR -----"''""'''=~ 8ACKFILL AS APPROVED 8 Y THE ENGINEER IN mAL BACKFILL ---+-- SPRING LINE OF PIPE HAUNCHING -----+~ (SEE NOTE 3) 8EDmNG --~--+~ (SEE NOTE 3) VV'v' ... ·V· 6" " ;;'!; 0/2 ~ ~ "- 0/2 ~ ;:! ~ 6" ~ CRIJSHED STONE FOUNDA TlON AS ORDERED BY THE ENGINEER NOTES' " THE INSTALLATION OF PIPE SHALL CONFORM TO THE REQIJIREMENTS OF ASTM STANDARD 0-2321. 2. THE EM8EDMENT MATERIAL SHALL BE 3/4" CRUSHED STONE. J. USE HAND OR MECHANICAL TAMPING TO COMPACT THE 8EDDING AND HAUNCHING. 4, GEOTEXTILE TO BE USED MlERE AND AS DIRECTED BY ENGINEER. • ~ i-\Y ~~ ~<: "'~ ~ ~ ~ il: I SANITARY & STORM SEWER TRENCH SECTION (M-2) NO SCALE AGAWAM DETAIL M 2 ', .. . ,'.' .... .:' ... ' . .... .... " NA 77VE BACKFILL / NA 77VE BACKFILL IMPERVIOUS MA TERIAL ,-.I 4'-0" TRENJ:H PLAN ", .,:.: ... , ," " I I I I I I NA TlVE BA/7KFILL-.-1 IMPER VlOUS MA TERIAL TRENCH PROFILE BACKFILL TO SUBGRADE AS REQ SECTION 'IMPERVIOUS MA TERIALS SHALL HA VE A COEmCIENT OF PERMEABILITY NOT TO EXCEED IxIO~-S CM/SEC 4 IMPERVIOUS TRENCH DAM DETAIL (0-6) NO SCALE -AGAWAM DETAIL D-6 L....::'----.J LIMITS OF TRENCH EXCAVAIION EXIS77NG UTILITY VARIES-·· SCREENED GRA VEL FROM UNOISTlJRBED EAR TH TO A MID-DIAMETER OF EXISTING TYPICAL SEC[IQN UTILITY EXIS77NG U77L1TY UNDISTlJRBED J SECTION "A A' MATERIAL NEW PIPE TYPICAL Tl?ENCH SECTION THIS SHEET NEW PIPE FINISHED GRADE WATER MAIN CONe. 8LOCK 5 6" "NEENAH" R-750B SERIES FLOOR BOX FRAME AND LID, OR EQUAL W/S. S. CAP SCREW LID CLOSURE---,. CLASS ':4" CONCRETE BIT. CONC, PA VEMENT AS SPECIFIED CLEAN OUT W/ SCREW IN PLUGS VARIES " 24" S 'ARE GRASS FB:,\~'" • 12" , 16" 10 ,~ ! SI1£EP -1----:7"'-NOTE: 4" fJ PVC SEWER PIPE AND FlmNGS TO BE ASTM 0-3033 OF D-3034 SDR-35 CLEANOUT REQUIRED EVERY 100' OF LATeRAL (SANITARY) 2 I TYPICAL CLEANOUT DETAIL WATeR MAIN CORP, STOP SER VICE LINE 2'-0' FINISHED GRADE 5" MIN. CIJRB BOX MAIN SIDE '--,c}OR'PO}?A TlON STOP WATER MAIN SECTION TYPICAL WATER SERVICE CONNECTION NO SCALE CONCRETE COLLAR IN NDN-PA VED AREAS ONLY ADJUSTABLE VALVE BOX GATE VAL Iof (MJ x MJ) NOTE: " ALL VAL VE BOXES LOCA TeO IN NON PA IofD AREAS SHALL BE ENCASED IN MIN. 6" THICK CONe. 6" ALL AROIJND, 2. SET VAL VE BOX FLUSH IN PA VED AREAS. ADJUSTABLE SERVICE BOX CiJRB STOP HOIJSE SIDE CONNECT TO EXISTING SER VIC£. SUPPL Y FITTINGS AS REQUIRED 6 I UTILITY CROSSING DETAIL 7 I TYPICAL BURIED VALVE HOPE TRENCH INSTALLA TlON DETAIL NOTES: I, FOUNOA TION: MlERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCA VA TE TO A DEPTH REQIJIRED BY THE ENGINEER AND REPLACE WITH A FOIJNDA TlON OF CLASS I OR " MATERIAL AS DEFINED IN ASTM 02321, 'STANDARD PRACTICE FOR INSTALLATION OF THERMOPLASTIC PIPE FOR SEUCRS AND OTHER ORA VlTY-FLOW APPUCA TlONS, " LA TEST EDmON; AS AN AL TERNA TlVE AND A T THE DISCRETION OF THE ENGINEER, THE TRENCH BOTTOM MA Y BE STABILIZED IJSfNG A WOVEN GEOTEXTILE FA8RIC, 2, BEDDING: SUITABLE MA TERIAL SHALL BE CLASS I, II OR III AND INSTALLED AS REOIJIRED IN ASTM 02321, LA TEST EDmON, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (IOOmm) FOR 4"-24" (l00-600mm) AND 42"-48"(IOSO-120Omm) CORRIJGA TEO POL YETHYLENE PIPE (CPEP): 6" (iSOmm) FOR 30"-36" (750-900mm) CPEP. GROUND SURFACE J. HAIJNCHING AND INI [(AL BACKFILL: SIJITABLE MA TERIAL SHALL BE CLASS I, II OR III AND INSTALLED AS REQUIRED IN ASTM 02321, LA TEST EDmON. UNDISTlJR8ED EARTH HOPE DIG>r __ FOIJNDA TlON 4, IJNLESS OTHERWISE SPECIFIED BY THt tN&INUK, MINIMUM TRENCH WIDTHS SHALL 8E AS FOLLOWS: FINA L BA CKFILL INmAL BACKFILL, 6"-12" (150-300mm) ABOVE TOP OF PIPE. HAUNCHING, TO SPRING LINE OF PIPE BEDDING MA TERIAL NOMINAL fJ in (mm) 4 (100) 6 (1S0) 8 (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 (S80) 25 (630) 28 (710) 31 (790) 34 (860) 39 (990) 48 (1220) 66 (1680) 78 (1980) 83 (2110) 89 (2260) 102 (2S90) TYPICAL HOPE TRENCH CROSS-SECTION 5. MINIMUM COIofR: MINlMIJM RECOMMENDED DEPTHS OF COVER FOR VARIOUS LIVE LOADING CONDI7l0NS ARE SUMMARIZED IN THE FOLLOWING TABLE. UNLESS OTHERWISE NOTED, ALL DIMENSIONS ARE TAKEN FROM THE TOP OF PIPE TO THE GROUND SURFACE. 3 SURFACE LIVE LOADING CONDI7l0N H25 (FLEXIBLE PA VEMENT) H25 (RIGID PA VEMENT) E80 RAILWAY HEAVY CONS TRUCnON MINIMUM RECOMMENDED COIofR, in (mm) 12 (300) 12 (300) 24 (610) 48 (1220) 'TOP OF PIPE TO BOTTOM OF BITlJMINOUS PA VEMENT SECTION HDPE TRENCH INSTALLATION DETAIL NO SCALE r I 1/2" BITlJMINOUS CONCRETE TOP COURSE -3 1/2" BITlJMINOUS CONCRETE BINDER COURSE PERMANENT TEMPORARY T G JACK HAMMER OR SA WCUT SAWCU EXISTIN PA VEMEi 'NT\ EDGE FOR TEMP. PA VEMENT /~A EX, PA WCUT 7STlNG VEMENT B , , 1~~'~~OCESSED G)AIofl BASE COURsE' , ' COMPACTEO IN 6" LIFTS " ,;JFLOWABLE FfLL (FULL DEPTlf1 MA Y BE ,' :',. REOO BY rw SUP 7, ,',> 12" MIN. V/£~:// OR LIMITS OF DISPLACED PAVEMENT COMPACTED IN 12" LIFTS NOTES: 1. TEMPORARY PA VEMENT OVER TRENCHES IN STREET TO REMAIN fOR A MiNiMUM Of gfj DA Y5. TEMPORARY PA ilEMENf J" BiNDEl? COURSE IN ONE LIFT -COLD PA TCH KNOWN AS "QPR" MA YBE USED MIEN TYPE I-I IS UNA VAILA BLE. 2. REMOVE TEMPORARY PA 'lEMENT AND REPL ACE WITH PERMANENT PAVEMENT .J. PA VEMENT THICKNESS TO BE 5" MINIMUM, OR GREA TER TO MA TCH EXISTING CONOITIONS, 4, MlERE PA VEMENT IS CUT 2'-'0" OR LESS FROM EDGE OF ROAD, REPA VlNG TO EXTEND TO EDGE OF ROAD, 5. EDGE OF EXISTING PA VEMENT SHALL BE TREA lED WITH ~ TACK COAT PRIOR TO PLACEMENT OF THE PERMANENT PATCH. 6. EXCEPT AS OTHERWISE DIRECTED BY THE D.P. W. SUPT., THE EDGE OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATED WITH INFRARED EOUIPMENT TO SEAL THE JOINTS. PERMANENT PAVEMENT REPLACEMENT PLAN (H-3) NO SCALE AGAWAM DETAIL H 3 PERMITTING R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westfield, MA 01086 r lo.IAnd.ao," OJ) ~ ...... '"d ......... . ...... ~ -p:)~ (!) :: U .....-< [f'J ~ (!) 4-< U ~ 0 8 ~ ,......, p.. < ro I ~ ~ ~ 0 ....... ....... ~ r/) 00 V) ~ ~ cJ 0 .....-< I-< (!) p.. u "0 8 (!) p.. r/) 0 p., 0 I-< p.. T Russo Jr. -< ~ ~ § ~ OJ) -< " -+-' (!) (!) Jj r:/) ~ Q) "0 8 cJ 0 '-..0 N Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DATE: 12-18-10 REVISIONS: DATE: 1'--'-'-"---"-----_· ,---, --' .. --,--,--1 UNAUTHORIZED ALTERATION OF THlS DOCUME:-.IT IS A VIOLATION OF MASSACHUSE'ITS STATE LAW SCALE. AS SHOWN RLA PRO), NUMBER: 100403 DQA,VING# ."'. : 0 • J ~-3/8" HAND TROWELED EXPANSION JOINT W/ COMPRESSIBLE ALLER &: SEALANT SCORE JOINT, I" DEEP SPACE AS INDICA TED ON PLANS MIN. SL OPE -l '-+ I' "''4' 1/4':'1'-0" ,-" ~7===::;:::~~::::'_,""...."._~~:::"'_--:,~-NON DIRECTIONAL 4" OR 6"@DRIVEWAY. • X---+'-X~X ;I(-,-,-X~-.-.. _; SOFT BRISTLE BROOM FINISH . • . .; 4 .... · '''' .. 8" I CONCRETE SIDEWALK NO SCALE CONCRETE 6x6 W2. 9x W2. 9 WW; 2" CLEAR FROM BOTTOM 2" PROCESSED GRA VEL 6" COMPACTED CRA VEL BASE --COARSE BROOM FINISH, PERPENDICULAR TO FALL LINE 6 I ACCESSIBLE CURB RAMP PROVIDE BASE COVER AS FURNISHED BY POLE MFG. -~ COMPACTED OR UNDISTURBeD SUBGRADE: .1 .,. 1-----LICHT POLE SECllON #3 TIES @ 12" ac. 4-#5 VERTICAL-EO. SPACED FINISH GRADE CONOUIT r-GROUND ROD CONNECT I TO INSIDE METAL POLE I BOLT LAYOUT &: MOUNTING PROCEDURE AS i;J, .... ..:-"-, . '-,,01 ~ ,-: .. -,1',., ", PER MFG. SPECS __ --' 8 LIGHT POLE INSTALLATION DETAIL NO SCALE .r-to • • 9 4" CEMENT CONCRETE 6" VARIES (6" VEHICULAR AREAS) II~~~~~-----=.:..::.::=~~~-t~-;}--w. w. MESH CHAMFER --, 6" RnE"AL, PA VEMENT --'-+----+--1 I ... .. ' ... " .~ . 12" NOTES; 1. PROVIDE EXPANSION JOINTS A T MIN. 30 FT. O. C. WITH PRE- MOULDED JOINT ALLER. 2. PROVIDE CONTROL JOINTS AT 6' O.c. 3. PROVIDE BROOM ANiSH IN DIREC liON PERPENDICULAR TO CURB. TOOLED JOINT SUBGRADE SECTION CONCRETE 9DEWALK----~ 1/2" PREFORMED EXPANSION JOINT ____ ---1 £XPANSION JOINT SEALANT (AT AXED LOCATION.:'!) 3 9" CROSS SECTION MODIAED TYPE 2 BERM 6.5" REVEAL BASE BITUMINOUS CONCRETE LIP CURB NO SCALE INDICATED ~-I" TYPE-I ASPHAL T CONCRETE TOP COURSE ,. TYPE-I ASPHALT CONCRETE BINDER COURSE '-_fiN PROCESSED GRA VEL (COMPACTED TO 95%) 4 PAVEMENT DETAIL NO SCALE 4. CEMENT CONCRETE SHALL BE 4, 000 PSI-TYPE II BLDG. FACE OR TOP COURSE I .. 6' ..Ir I 1/2"¢ TOP RAIL AXED OBJECT ______ ---1 JOINT DETAIL 2 MONOLITHIC CONCRETE CURB & SIDEWALK \ NO SCALE TOP OF PAVED SURFACE 6' / CLEAR RECESS FOR DRAINAGE. S" / l=:ir- \\ I I:-'~-~ #4 REBAR. ONE AT EACH END I I ~ I I 1 1 I 1 I FRDNT ELtVI! TIDN tNIJ ELtVI! TIDN PLAN 8'-0" / AN/SHED CRADE FRONT ELEVA liON 7 CONCRETE BUMPERS NO SCALE 8" "--lfl: IN 4" X 10" liMBER • • • • 12" X 5/8" DIA. CAL V. "---CARRIAGE BOLT, WASHER &-NUT COUNTERSUNK 1/2" MAX. (TYP.) NOTE; ALL TIMBER DIMENSIONS ARE TO BE "ACTUAL" DIMENSIONS .......... ~;t; G~ • • ~~ " " c;, ,I ,I "(~ "-..., ~0 i§ • ~~ " , I . ~ <0 • <:> <:>(5 J ,I (;j ..., ... ~ NO TE: ALL 11MBER TO BE PRESSURE -TREA TED SELECT PINE GRADE "B" OR BETTER ALL HARDWARE TO BE GAL VANIZED I WOOD GUARDRAIL DETAIL SIDE ELEVA TlON BINDER 5 4" MAX. f----, '-------~12"'-----------j T I 1/2"¢ POST BITUMINOUS CONCRETE "CAPE COD BERM" J II NO SCALE EXTERIOR WALL ANiSH flOOR SEE SITE PLAN 1/4" SLOPE .. EXTERIOR FOUNDA TlON _________ WALL ~ #5 @ 12" O.C. (TYP). #5X20" @ 12" o. C. (TYP). .• 5 . J = J I 1/2" So. VERlICAL -------'II II PICKETS. SPA CE 6" 0. C. (MAX). I 1" SO. BOTTOM RAIL I 4" OIA. FLANGE . RAILING ELEVATION @ CONCRETE PAD =; 1,,-TOP OF CONCRETE PAD 1/2" COMPRESSIBLE EXPANSION JOINT ALLER &: SEALAN T. (TYF') 7" 10" 7" 2' TrP 3' TlP NOTES; 1.5" DIA. RAILING (SEE NOTES &-TYP. RAILING ELEVA TlON ABO VE) 4" THK. CONCRETE PAD W/6x6 10/10 WWM ____ -INSTALL RAILING POST 8" INTO CONCRETE A T CENTER LINE OF CHEEK WALL SECURE WITH EXPANSION CROUT I. ALL POSTS, TOP RAILS AND MID RAILS TO BE 1.5" DIA. GAL V. S71.. TUBING, COLOR; BLACK. 2. ALL HANDRAILS ARE: TO BE: INSTALLED TO MEET ADA AND LOCAL BUILDING CODE DESIGN CRITERIA (TYP.). '----SET POST IN M:LL 10 CONCRETE PAD/SIDEW ALK DETAIL TAPED GRA I-E"L BACKFILL AROUND POST ON 4 SIDES NO SCALE PERMITTING RLEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westfield, MA OJ 086 rlaland.com bfJ ~ ...... '"0 ,....... ....... ;::::l _ o:l~ C) = U ,....... ~ C) ~ U 0 ~ ....... p.., ro I ~ M 0 ....... . ...... 00 00 00 ~ U 0 ,....... I-; C) p.., u '"0 ~ Il) p.., 00 0 P. 0 I-; p.., T Russo Jr. ~ ~ g 3: C\l bfJ ~ ~ -+-> Il) Il) ,b if.l ~ C) '"0 ~ U 0 \0 M Construction Co., Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCE DAn,;: 12·28·10 REVISIONS: DATE: --~~~~~~~ A)UPDATED PLAN 2-28-11 UNAUTHORIZED AL TERA TION OF TmS DOCUMENT IS A VIOLA nON OF MASSACHUSETTS STATE LAW AS SHOWN RLA PRO). NUMBER: 100403 '" 12'-0." r -' 4'-0" EQUAL I I I I-~ 0 • ., ,I ~ 0" DIA, CDNCRETE FILLED BDLLARDS 7'-0." LG., EMBEDDED IN CDNCRETE PAD, (T'tP" QTY: 3) EXPDSE PIPE S'-D" ABOVE SLAB 1 , SEE CDNCRETE PAD , DETAIL TliIS SHEET 1 EQUAL 4'-0" 1[8.1 0 L ,_ ~/ DECDRAllVE PCV CAP 8"11'. Pvt:' HORIZONTAL RAIL TDP/BOT S"XS" Pvt:' PDST (SPACE 8" 0., C. MAX.) 6" TliK, RElNFo.RCED CONCRETE PAD 1'-0." LAYER DF CDMPACTED STDNE (3/4"-1 1/2") L __ ------t------7"W Pvt:' VERllCAL TONGUE <it GRDD VE BDARDS 72" FINISHED GRADE 1-----EXlSllNG SUBGRADE 4B" 'j:!m\-----i--CDNCRETE Fo.DllNG J'tPICAL ENCLOSURE DUMPSTER SECllDN ! I- 711 I>< ---~ MIN, SLDPE I/4~'I'-D" ~ ~ ~ ~ ~ ~ ~ ---~ --- 1 I I ---~ ---/ ---"-I "-"-"--J I PIPE SET IN CONCRETE TO. RECEIVE DROP ROD I 1\ 1 \ \ \ .- \ ---.-\ ------\,.---- ---.- .-.-.-.-.-.-.---------- GA TE LA TCH/LDCK <it DROP-RDD I DUMPSTER ENCLOSURE /"-3/8" HAND-TROWELLED EXPANSION Jo.lNT W/ CDMPRESSIBLE FILLER <it SEALANT (SPACED 20.' D,C, MAX) r I--"-IX! .-~ HEA VY DUTY HINGES (3 REQUIRED EACH SIDE) SPACE PDS TS 8' 0. C. MAX. T'tPICAL DUMPSTER ENClDSURE ELEVA llQN INSTALL RAILING PDST 8" INTO CDNCRETE A T CENTER LINE OF CHEEK WALL SECURE IffTli EXPANSIDN GRDUT (J'tP) STEP NDSING DETAIL --l'v t- -• STEEL No.SlNG 6" ,', ' .: , . STEP NOSING ])CTAIL 1 ~:;:::==::;=-T-::::,, __ ~-,-_-.-__ -.;r----NDN DIRECllDNAL '.' ." . SOFT BRISTLE BRDDM FINISH "X7~X': «~X~ ... ·" ~~~~. ---='."'. 'C"."'l 1/2" CDMPRESSIBLE -------1'" EXPANSIDN JOINT FILLER <it n---":==! 1--;':::----1 SEALANT. (J'tP) t:1QI£;, CDNCRETE CDNCRETE PA VEMENT --" 8"- CDNCRETE FDUNOA llON CDMPA C TEO BA CKFlU (J'tP). -----";R;""'~/ ,';;i;..rtl 10." CDMPACTED PA VEA.IENT-----1~((< SUBBASE MA TERIAL o CONCRETE PAD DETAIL NO. SCALE PARKING SIGN FOR~ HANDICAPPED HANDICAPPED ACCESS AISLE !iQ!L HANDICAPPED Fmllli '-== ! ":.Mal' REFLECTDRIZED (ENG. GRADE) WHITE TEXT AND SYMBOL DN BLUE BACKGRDUND (T'tP) ___ -WHEN REQUIRED ~-ALUMINUM SIGN (J'tP) I-----D.P. II'. BREAK A WA Y POST r-PERMA NENTL Y INSTALL ED IN TO. FINISHED CROUND GRDUND SURFACE MAXIMUM MDUNTING DISTANCE FROM HEAD OF STALL IS 10.: HANDICAPPED PARKING SKaAl.. PU.Tt REQUIRED UNAUTHO/lIZED vtHIC\.!S WAY S[ REWOV[D AT OWME/I"S EXPENSE PLEASE SEE: MGL C.40&21-22A, AAB 521 CMR 23.0.0. AGAWAM CDDE &109-28 J ACCESSIBLE PARKING SIGN CA-l) NO. SCALE 4 5' 8' ~.-~-~-~-~ 8' IffTH VAN HANDICAP STALLS NOTES: I, ALL DIMEN570NS TO. CENTER DF 4" PAVEMENT STRIPING. 2. ALL STRIPING SHALL BE 4' SDLlD WHITE PA VEMENT MARKING PAINT UNLESS DTliERIffSE NOTED. 10" 7" 2' 3, CDNTRACTOR TO ENSURE HANDICAP ACCESSIBLE PARKING SPACE SHALL HA VE A SLOPE DF 2% OR LESS IN ALL DIRECTlDNS. HANDICAP PARKING STALL NO. SCALE 1'5 <!J 12" D. C. (J'tP). I,S"x3.S" KEY (J'tP). I'SX2D" <!J 12" o.c. (J'tP), 12" MIN HANDRAIL FABRICA TDR TO. REFER TO TliE MASSACHUSETTS STA TE BUILDING CODE 7T1i EDmON. COMMERCIAL: HANDRAILS SECllON 10.09, /I, FOR HAND RAIL FABRICA llDN, r--r---tt-----NDSING BAR-#4, 1-1/2" CLEAR (T'IP). ri::;::;cs;j:~I----CONCRETE STEPS-'4~'/'-D" WASH TO FRONT OF TREAD (J'tP). r-tt-t-----I'S <!J 12" o.c. EACH WAY (J'tP). ., ~'-I'S BENT BARS ,Y"'~'V--+"-''-,~'''': <!J 12" 0., c. (T'tP). ;''"'.~c:+---L,r'!''' DDWELS 12" D,C. (T'tP). NOTES: I. ALL PDSTS, TDP RAILS AND MID RAILS TO. BE I.S" DIA. 3' C/R, GAL V. STL. TLlBING, CDLOR: BLACK. 2, ALL STAIRS AND HANDRAILS ARE TO. BE INSTALLED TO. (3) #S CONT. MEET ADA AND MASSACHUSETTS STA TE BUILDING CODE 7T1i EDmDN, CDMMERCIAL: STAIRS <it HANDRAILS SEC llDN 10.0.9. 0. S CONCRETE STEPS DETAIL NO. SCALE • <::> ,I " "" '" ~ ~ i <::> ,I .<::> ~ 6 2 "" '" Si ~ ~DRNAMENTAL LUMINAIRE: ./' SEE LIGHTING PLAN FDR SPEC's L __ -------/4 FT. HIGH ALUMINUM PDLE, SEE LlCHTlNG PLAN FDR SPEC's. . ' • .,.... . '. f , I' J i t '! I 0 DRNAMENTAL BASE CDVER ~--.J/8" Co.MPRESSIBLE EXPANSIDN JOINT FILLER <it SEALANT FINISH GRADE, MA TERIAL MA Y VARY 0 0 0 goJ f-''------CDNCRETE BASE, SEE LIGHT POLE INSTALLA llDN DETAIL .18-08 I DECORATIVE LIGHT STANDARD /4'-0' - PROPDSED SIGN FACE 98 s.F. - TDTAL SIGN AREA ALLOWED 20.8 S. F. NDTE: NDTE: SIGN <it Ii SIGN 57ZE. CDL ORS, MA TERIALS 'EIGHT AS SPECIFIED BY MANUFACTLIRER ---DDUBLE-FACED PYlON SIGN ~- INTERNALLY ILLUMINATED FACE (T'tP) SQUARE STEEL CDLUMN (SIZE TO BE DETERMINED BY SIGN CDNTRACTOR) ~ STEEL CDLUMN PAINTED (T.B.D) V WA TERPRDDF JUNCllON BDX BY ELECTRICAL CONTRACTOR FOUNDA TlDN SHALL BE DESIGNED BY OTHERS A CCDRDING TO. PREVAILING SOIL CDNDmDNs, Iff NO LOADS, AND SUBSURFACE EXPLORA TlON RESUL TS. FREESTANDING SIGN DETAIL NO. SCALE PERMITTING R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Lundscape Architecture, Plunning, Environmental Permitting ph: 413.5680985 fax: 413,5680986 7S Broad Street, Suite C P,O, Box 640 Westfield, MA 01086 rlaland.com 01) ~ ..... '"0 .......... , ...... ;::3 _ P40:l OJ :: U ..- 00. \+=1 OJ ~ ~ ~ ~ C':S ~ U ~ 0 a 01) ~<r:: ~ ,.....; -< C':S 1 ~ ~ ('f') ...... OJ ~ 0 ...... OJ . -.tl ~ r/:J 00 r/:J U:l ~ ~ c.:I ~ 0 .......... OJ H OJ '"d ~ u '"d a a OJ ~ 0 r/:J 0 0 0.. 1.0 0 N H ~ T Russo Jr. Construction Co" Inc. 204 Suffield Street Agawam, MA 01030 ISSUANCi>: DATE: 12-28·10 REVISIONS; DATE; A)UPDATSD PLA.N 2-28-11 UNAUTHORlZED ALTERATION OF THlS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE; AS SHOWN RLA PROJ, NUMB ER: 100403 DRAWlNG#· , ~"~ ,'~i; lop of .. I top C rloo' I ~"1 lop or -~,-(at ,) top of _7:_ ~, -" (bs~ona poreh) <, -cr> PROPOSE[;) SIGN LOCATION :3 X 25 I~ 111t--+-t--Ilt-+-t- lill-++-ill-+-t- 1E3 ~IDGE VENT , , ''-----10' 0110. COLUMNfI 6A&;;MEHT FL.OOR ~INE lOp or ~ ~ ... ., -~-,-, ---------------------_._----------_ .... _-------------------------------------------------, ,~-----------------------------------------------------------.------------------------------------------------------------------------------------------------------------------------~~ Ito", of _ ,-'-'--. 0 _____ ------------------------------------------------___ • __________________________________________ • __________________________________________________________________________________ ~ , ~'" op af rl~or '''''''~9,L "'-~-~, .................:~.j ~ ...... . uI. of f loor oJ-'~' top of 100"" floo, ~ ~ top of .. ~ ~ - ---'I;- FRONT ELEVATION (NORTI-I) GENERAL ELEvATION NOTES: €lCALE: 1/4 " = 1'-0" FRONT BRICK VENEER TO BE A BEiGE COLORED "OLD BARTl-IOLOMEW" VINYL SIDING TO BE "eLA y" DOUBLE-4 WINDOWS TO BE ANDERSEN DOUBLE-l-IUNG viNYL CLAD "SANDTONE" EXTERIOR TRIM TO WRAFFED IN ALUMINUM -COLOR TO BE DETERMINED TO COMFLIMENT WINDOWS ROOF Sl-IINGLES TO BE GAF ARCl-IlTECTURAL GRADE "WEATl-IERED WOOD" :I~]~ II I ~II JI~ II ~DDDD f= EDDDD §DDDD i:=:: ;=DDO D ... .~'" 1-+-+-I11-t-H1l I I II-t-t--llII-+-t--III ",' vINYL I DO DO .. .... ..' OR""" , , , , , . r ~---·--______________________________________________ --__________________________ • _________________________ . _____________________________________________________ --------------------~~ , , , . ~--"--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------, REAR ELEVATION (60UTI-I) SCALE: 114" • 1'-0" ,--1"-0' GABLE OJ.l:. / r-.UlMIIN IJI1 FAeClA FlAKE GUTTER6 AND IiC:AtN WAT9il: LEAPER6 -, top Or ,""II top of f loor 6h","h I11s;l C ... -..... . .=....-·ru/e or rled J016l6 top of baa4 rloor -',~- , , 'i!: :1: , , ,N , .... lop of fOOll~ .....; • ...1....-. _ ;_ R<>6E V"',·__" ---------------------------------------------->~ ~ 1'.0' GA!!lI...!! O.H,',-----. ___ -,.' ';;OUWD ATTIC LOUvEfO<: 12 'W ./ .• ' VHYL ID CI DO ~ DO :~ ~ 1--+-+-lI1t--t---t- ~11f-+--1--I11f-+-+-- RID:::'=: VENT YENEEF<; /~ ... v,.co.."."'. "-fa V top of floor &he.·'tjlng -~~.,; , , t.0F of r,'--. ..,..;., BA5EMENf R..OOR L.INE I ----------------------.::= .-.-::::.-. :-:-:.-. ::-:-.-. ::-:-.-. ::.-:--.:-.-. ~--.:--:~-::::-:-:::::-.:.-::::.-=-=-=: ----: ----:. ---~~, r-------------------- lop of r, 00. ---~, - , , , , , , , , , , , , , , , , , .----------------------------------------------------------------------------------------~ , ' 0_-______________________ ~ LEFT ELEvATION (EAST) SCALE: 114" = 1'_0" --------------------------------- top of' wall ftoor eheathfl'l9 of fouoolltlon I (b"'!;O"", porch) _ o..!: footl"9 ~A.6EME'NT fL.OOfOl LoiN. _____________ '::'''-~ _ -------------------------------------------------------------------------------------------------------------------. ; , , ' "._-------------------------------------------------------------~ , , , , , , , , , , .-----------------------------------------------~. , , , , \--------------------------------------------------- RIGI-IT ELEvATION (WEST) SCALE: 1/4" • 1'-0" or WCl Il of floor Jo l&t& \.l -' _ . .1 "' III lJ > If: ,j) z \') t;i I" of b&.e r Ir 0 Ii -; o _~rootlng ~ ~ ® I'~ ~. ~ !i' , .. u. " ,l Ul ~ Q • IL () To: CC: From: Date: Subject: TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendent MEMORANDUM Planning Board IT. Russo Construction File Engineering Department March 8, 2011 Team Meeting -Garden Street -T. Russo, Jr. Per your request, we have reviewed the Site Plan entitle "Proposed Professional Office Building -G8 I 3- Paecel "B" Garden Street, Agawam, MA; Prepared for: T Russo Jr. Construction Company, Inc. 204 Suffield Street, Agawam, MA; Prepared by: R Levesque Associate, Inc., 75 Broad Street, Suite C, P. O. Box 640, Westfield, MA 01086; Scale: I" = 20'; Date: 01·04-'11 and we have the following comments: 1. The proposed tree plantings to the east of the driveway shall be planted in a location so as to not impede sight distance for vehicles leaving the site. 2. Existing pin near stop line in driveway should be preserved. -tI\.~1 3. Test pits will need to be performed this spring to calculate the infiltration rates. 4. Proposed 8" diameter PVC schedule 40 sewer pipe should be SDR 35. 5. The proposed sewer manhole should be move west so that the pipe will enter the existing SMH pointing in the direction of the flow in the main (not 90°). 6. Proposed sewer service force main should be installed 18" below the water service. 7. It is recommended that the proposed roof drain have cleanouts at each bend. 8. The maximum slope of the curb cuts should be labeled as 7.5 ± 0.5% on the detail. Please fix the proposed slope of 1:12 or 8.33%. 9. The accessible parking signs are to conform to the design and verbiage specified in M.G.L. C.40 S.22A and AAB 521 CMR 23.00. See attached. 10. The lower entrance needs a ramp and an accessible parking space. 'i-C \...a.<.k-V> / t-J ~ <..Ie. U. 11. Please clarify pitch of drain pipes leaving DMH-l DMH-2 in relation to stand pipe design and DMH detail (D-3-5). -J)~\ =..b 'be. 1/'v\t:Jd..';f.,<-& 12. Rear parking tum around is too small. :. c.... re --.J~ S" A-...., -c.<.)..-I ;;>. 01/07/2011 10:11 C21HOloETOWNASSO • PAGE 01/02 To: Fr: Re : Do: Onlu" ~ .... ~21. (\. I The Gold Standard -~~%r~ Fox No. No. of Pages r2-(including cover sheet) For a free real estate business analysis and real estate business plan, vh;1t www_wmasscareerinrealestate.com Hometown Assoclate~/A-l Nolan Realty 0 957 Front Street. Chicopee MA 01013 Tel: 413.594.4663 Fax: 413.592.4760 Tel: 413.426.9529 Fax: 413.426.9721 Tel: 413.789.1117 Fax: 413.789.0151 Tel: 413.569 .2491 Fax: 413.568.6716 Tel: 413.737.7356 Fmc 413.737.6866 n 67.4 N Main Street. East Longmeadow MA 01028 035"7 N Westfield Street. Feeding Hills MA 01030 0 54 Court Street, Westfield MA 01085 n 77,S Westfield Street. West Springfield MA 01089 Confid.mtiality Slatement: This message is covered by the Electronic Communications Privacy Act, Title 18, United States Code, A,A§ 2510-2521. Thh EO-lJlail and lIny documents accompanying this trans- mis"i"!n may contain confidential information that is legally privileged. This information t, intended only for th,~ use of the individuals or entities listed above. If you are not til<: intended recipient, you are hereby notifi,:d that any disclosure, copying, distribution, or action taken in reliance on the contents of these docul11ents is strictly prohibited. l{ you have received this information in error, please notify the sender immediately to arrange for the return or destruction of these documents. Tban.k you. .. ' ~1/07/2~11 1~:11 4137898151 • January 7, 2011 Debbie, Thomas Russo has requested Ibat we put on hold the office building thaI is going on Garden Street in Agawam, until further notice. Thank you , Thomas Russo Jr. , PAGE ~2 /~2 Proposed Professional Office Building DialBefoce You Dig ~...,......----.... -.--~,..,-.,-,-_'#I __ t .sa"'lr"'..-___ .. ,.,.. __ .-v ..-.,..t. __ ", __ _ .,..-----...-.,-....... tt ... '.,.,., .... "_,_,.. .. ,..,..... _____ If -,. .... ....--.,-,- ,.....,.~-----.,-I*-' ___ t,..w. .. _ "..----,..,-,...,. n-.) .. ..-;,---........ --.,.,.-.,._-........ 0.._,. ___ ._ -...-.. --~.,------,. --..,. ... _ .. ,--~-,... ,.-..-.....-..~-.... -., .... _ ... '~n». .... --..-......... ,.., _ .. .-., -.r '" -.-. ..... -*'"~ ............ -~.,-...----.,...,. ..... s. ....... ____ .... --,..,.. DIGSAFE '"'" "'" ~u)rMI!'A MNMM /lOAD I1fC1NTMC IMIaIIJII FRONT I'MilO SC1I/IICK II#aIUtI SID£ YAW:! .sI'1IWQf JIIMIIlJIIIICAR "'-"O.snB4Qt' ~ IIIJIUJNtt HDSHT ....-...---- G8 1 3-Parcel "B" Garden Street, Agawam, MA SITE PLANS SITE INFORMATION ....... ,.. ----,Q,Q:IIQ$.I: M.CU SF. ,,,,,' IU':J- .B' U. .. ' ,n .... ,u .. ~~~' .u,. ... ". " ,. 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OIfJKN' AU. N£T71NtJ oIDINTS A .wIIItUIf or 6 ANf) ~ 11TH DOIJIJtE It(}W OF sfAFtES. 18. AJ..J.. SUlliES STC£1IDI 1HIIN 1:5 SHM.l /IE /lu.NltCTCD W/ £ROSION CON1WCIt.. f"AIJIIIC AND ,ItW H'1fIROi$££fI£I AN(} INSP£CTED BY THe LANDSCN"£ NlCH1ECT. PERMITTING R LEVESQUE ASSOCIATES, INC L.ud S.~, Sitt DwIp, Lilldltlpe Ard,lltdlln, P ........ EnYl .......... .uI PII'IIIittbII: plll.U5QM15 fUl .)~16 7! llrud SO"Ht, hHe C • .0.110640 WtUftfld, MA 11016 ........ - V1 ~~ tSE=: ~~ ~~ !:9~ ~~ ~ ~ ~~~ Q.) =: a 1S"il~ o ~ .. " '" .. " 0 « .9:: .r ., 00 H ,!loB e-'" '" " " ",,~.g ~ ~ la I 0 T RWi80 Jr. Construction Co., Inc. 204 Suft\eId SIIMl Apwal, MA 01030 1.JNAl111tOaIZm AL11IlATIONCII' THIS DOCUMIINfIS A VlOLATION OF NAS8ADIUD1'JS nAn lAW vw i~:lJjS U~p11!£) .H. I""Jlld-E I 8D I~""'d S1I!Pl!nH a:>!lJO reUO!SS~JOJd ~sodoJd S3.LON NOI.L:.>all.LSNO:'> 3.LIS < .~" ~~§~ • ~ i ~ i ~ §.. r • ~ • ~ ~~ ~. 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POl l£THrLENf: lINER [E ~C TYPICAL ROW AND PORT DETAIL 12/NCH INlET, CULTEC RECHARGER® V8HD STORMWATER BED CJ CUL TEC BED DETAIL _ NO SCME (TO 8£ APPROI£[) BY £NQN£€RJ ~ a.t.1!l:' NO. ..,,0 1Z7£R FAIIRIC 7.5' It :JOD' Ea HKI"STARlEfr D IIC(:HAR(:£R 1N1ONIClJtA fC m HK.I' £NO Cl HIl V FfI(JJt-/ ItElJ COItWfCTCRS _ C/Jl1CC NO. _ I'« 1f"m'lllllf' UNE11f CULTEC RECHARGER® LEGEND PERMITTING La"d s..rwylll~ Silt o...llIB., La.dsUpf Archlinluil', PI.n.I"I!l, EDVlrollmenlal PnmlUlntt p': .Ul.56lO9l! till: 413.561109116 'IS Bto..t SlJfl\, SuIl~C P.O. IIoI 640 West1kld, MA OIOll~ rlal .. d.c:"m bfl C :§ ·s t) ~~ 8'" 00 E 5 <t! ~ 012::>; ... «I ~ ~ < c ~ S ~ o • '" .-'" ~ f;ol ~ -~ ~ ~ 00 co o~<t! ~Q) "" ~ " '" rg~ e ~ :~ ~ T Russo Jr. Construction Co .. Inc. 204 Suffi~ld Stn:d Apwam, MA. 01030 UNAIJTfIOIUZEI) AL T£kATtON Ofnl1S DOCl.IMIiNT IS A VIOLA noN OJ' MASSACHlISETTS STATE LAW • ~ • • . ~~ J' ~ ">~ !~' ~~~ " ~' 0 .' " ~ ~ ~I ~ ~ ~ STANDARD MANHOiE F1?AAi£ AND COI'f"R SEE 202. 7. I AND 202.8.1 I TO /Nal/O£ ':5"cIJer~ srr OCTAII. P , , ---------------/lD.AJST ro Gli'AOC .IN NO LESS THIW 6" ANO NO MORE THAN 12" OF CCINCR£~ BRICK IIA$ONI'I'Y. F1IAIII£ TO BE SFT IN '" flJLL lIED OF MORTAR. ~ t==~'~_F~ ~=======~ ~~~ MINMIIJAI 0.12 So. IN. OF S7rrl. Par IOI"RCAl rooT. PU.CBJ ACCORDING TO ASTU SPCCll7CA 110N C 1118 ~SCCJOlNrDCTAlt.SIJ£l.OW ~ "OR""""" ."'HARD _ ," ::, G:t.A Y 8RfCI( LA//) GY £DG£ SH£lF OF SlR/JClURC TO 8£ 6" HeADERS LAIO FlA T ~ I ~ID' '=l ~ L...", ~ -1JIIrCI( CHfI"'$ (;¥/' Q\v.i1Q $~ AND MOHTAR ," CLEM ....l a",,,, "'" "". IrKO'i'-"N"-SOO OR £CUN. ~1/J.6' 1:13 •• " i --;; ~ , /'....l ~'( . ,) IZ!l V "l --I P 'J,n.-_. ~ 3~ 1iWKlIU=6 ]E-"" ~-- -_ I "'_':':" J~ " ---""""'-"=A """" ~~' "'" tI ""'" 5'" AND --ar-1 I"IUINmr>K UNC ) J-_r]jt~ (IP m..... 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ItOI..L THE £NO STAI(£S 7OC£1HER SIJCH ooT 1HE1IC IS NO (;AI" IN THE FENCE O'.£1f/.APP/NG 1TNCC SEC110NS IS NOT AN ACCD'fASLE Al.7l'RNA»IC [7] SILT FENCE IES-21 l--=.J NO $C.4J..C -A~"" D£TAII. £5-2 !L II , L~:-.m.r,5=~""--) CJ SANITARY SEWER FRAME & COVER (S-3) _ NO SCAI.E A~1tIW DCTM.. S-J ,--"1----~'~5·~MMOM~..-----" SCC1ION A!.,.4 U,,'" DUMP S1RAPS ~DfIW/S1t}I( fIItS1IWNT 'It;;, '!,;j~~==l ..... .': 1 ," ,~ ",,'- MANT~ 5a'WAtK 1HROtJGH EN"'''''' (F '"""'" ruH'Qf SlIE £N1ItANCC IS TrJ HAlE A TCMPORMY CrNS1RtJClKlY £NlRANC£. 2. noNC IS TrJ BC ,-.,vol" ro ". ANGUAR C1fU5HtlJ S1rJN£. .I ANY sa.ENT TRAatED N1tJ THE RtI4D*4 Y NEEDS ro BC aENED MEAb£Jn Yo ." AlJ()lTI(}NAJ. S1rJN£ 1$ ro 11£ N1D£D TrJ 1HC PAD AS N£E1J£lJ ro IIAINTAIN 7IE -"".'" " ANY ~ lMMACED DtIIlINt: CONS1R/IC1ItJN IIIJSf IE RO'tACED Af 1H£ 6. ~~~t=r', 7HF $IDEWMJ( B£C()M($1JNSAIr OIl ..... .s:s:.uu: A 1n/IIIQfMY ~ SID€WAlK DCTrIfJR II(/$T 11£ PfIOIfOEI). 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"' ...... -Apwam,NAOI03O VNAlJ1llOlUZEI) ALTBJA'l'DoI Ofnn& DOaIMIIMTII A VJOl,o\1IOtI'Of IIIAIIACHUD1'TS STAn LAW • i • • • Cor.IPAClEO GRANUlAR <.., BACKFill AS APPRO'om BY THE ENGI'IEER IHIllA!. BACKFlU. ", (> Y;O::' , !!' 8 " 0 F ~ <l<l:-:<3.(\<11 ~<ll\ ,. -t-; ii l' '" < > SPAINC UNE or PIPE e HAUNOiINC ---1=~_\~~",L ~ __ (s(E ItOlt 3) ~ £ BEDDING ~ (sa: NOTE J) c <> v ,<,:{y ffi ," > 0 w ~ ,. w CRUSHED STONE FOUNO'" 110M AS ORDEREO BY THE ENGINEER ~ I. THE INSTAl..LATlQN or PIPE SHMl. COtIF"ORtoI TO THE REQlIIREIroIENTS OF" ASTIoI STANDARD 0-2321. 2. THE EIllBEOt.IENT lllATEftIAL SHAl.l B£ 3/4" CRUSHED STONE. J. USE HNOD OR UEOiANICAl TAWI'ING TO CClMP1.CT THE IIEllONC lIND HAU~INC. 4. OEOlEXlll£ TO IE USED WiER[ NIl) AS OIREC1EO SY ENGlNE£R ~ ," .~ ~o ~z <w i5~ f-~ SANITARY & STORM SEWER TRENCH SECTION (M-2) NO SCAlI Ac;411foU{ O£TAIt. 11-2 """"'~ "IIoII"£.IfH1W5 MArEIiI'MS SHAU. 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",",a I' r 1 l , 1 ... .. ~ m ~ ~ i:: ~ III ut ~ .... ~ :t ~ ~ ~ ;t " ~ ~ ~ i:: ~ III ut ~ . ~ ~ ~ ~ ~ From: LETTER OF TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-12-11 A Land Planning Services Company Project No: 100403 nmeeli>rl .. vp.sn'I~Rs!roCiat~_f'nm Project Name: Garden SI...,.t 75 Broad Street, Suite C, Westfield, MA 01085*' 413-~85 (0) 0986 (F) RE: Sile Plan Approval AuDilealion To: Town of AEawam Building DCEartment 1000 Suffield Street Al1;awam, MA 01001 HAND DELIVERED Attention: Mr. Dominic Urbinati We Are Transmitting to You: 0 Under Separate Cover VIA IZI Attacbed o Plans 0 Approval of Subcontractor 0 Copy of Letter o Specillcations 0 Order on Contract 0 Pbotograpbs o Report 0 Original Drawings 0 Proposal o Form IZI Other Site Plan AI'l"rovai AI'I"lication Number DWG.!Revision Drawing Description :z ...., ~ of Copies Date Number 53 10 copies 1-4-11 Site Plan Approval Application l> rn !;.' ::g -i ~ -0 ~ '" .L. ~ ." ~ These are Transmitted as Noted Below: ,.... :\t~ S? ~ r:-,> ~ 181 0 {~"~,\ !"'~ ~ For Approval Approved a~ .,sd'",~". 0 Resubmit __ Copies for~p .'. J . ~,-. 1\)\\ ~ '" 0 For Information 0 Approved as Noted I\?R \. ~'. ,!fh,,/ . __ Copies for Distribution , :.-"". \~~.-"{.~ i rEI For Action 0 For Corrections :, ',\., , " ,~' c~\ "15 Return Corrected Prints . ' ;:;", '''\t ;.,,\r{) '1 ~ ., --£% "",,',\ •. 0 As Requested 0 For Revie ,"< ~ir'J'C:mments 0 I Remarks: Should :you bave an:y guestions regarding this submittallliease feel free to contact our office at :your convenience. Combine this al'l'lication with updated set of IIlans issued I!reviousl:y. -',r.t ;~,,y~ bl • I""'l~ ~i '_'~"'" Mr. Thomas Russo Jr. .. ~._'01\ < < ~ .. . ,','--',' ~,'" (~ \ • il! 1','",,, . '.'" \jf~'if'O =-(;.,-,:.~. ..;\t'i~ \ : ~ l' ~ •• ~ h.J ' .. U File # 100403 Ro M: Levesque ASLA By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook Pink: Main File I I I I I I I I I I I I I I I I I I I SITE PLAN APPROVAL Under Section 180-13 through 180-16 Of The TOWN OF AGAWAM ZONING ORDINANCE Submitted To: Agawam Building Department 1000 Suffield Street Agawam, MA 01001 Project Site: Proposed Professional Office Buildina Parcel "B" Parcel G81 3 Garden Street Agawam, MA 01001 Prepared for: T Russo Jr. Construction Co. Inc. 204 Suffield Street Agawam, MA 01030 Prepared By: R Levesque Associates, Inc. 75 Broad Street, Suite C Westfield, MA 01085 Project #100403 ,-, . l> C) » :::E » ~ ~ » ~, :t-, :z: I en -v ::.: N .. - CII· l!!!!! ,...., 52 :» -0 = N 1) r:-,> 0 Z Ul -0 I"T1 (") -l 0 z Ul ", ;0 < n rrI • O!) ~ 1\')\\ , ,. '/ ?I' \. "', '; "'''' -~. ",,,,},";!' R Levesque ASSOCIates, Inc January 2011 ;::;;.1 a land planning. ser."ices company -~"" I I I I I I I I I I I I I I I I I I I ITEM TrrLEPAGE TABLE OF CONTENTS TABLE OF CONTENTS PROPOSED PROFESSIONAL OFFICE BUILDING SITE PLAN APPROVAL PARCEL "B" (PARCELG813) GARDEN STREET AGAWAM,MA 01001 SECI'ION COVER LETTER ........•.....•...............•....................•....•...........••..................................•.. I FORM D APPLICATION FOR SITE PLAN APPROVAL ..••....••.....•...................•....•.....•....•.. 2 NARRATIVE ADDENDUM TO SITE PLAN APPROVAL .................................................. .. 3 TOWN OF AGAWAMDPW STORMWATERPERMIT ...................................................... 4 STORMW A TER MANAGEMENT REPORT ...................................................................... . 5 APPENDIX I SITE PLAN APPROVAL PLAN SET BY R LEVESQUE ASSOCIATES, INC. DATED DECEMBER 28, 20 I 0 I I I SECTION 1 COVER LETTER 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 I I I I January 4,2011 Mr. Dominic Urbinati Agawam Building Department 1000 Suffield Street Agawam, MA 01001 RE: Site Plan Approval Proposed Professional Office Bnilding Parcel "B" (parcel G8 1 3) Garden Street, Agawam, MA RLA Project # 100403 Dear Mr Urbinati: On behalf ofT Russo Ir. Construction Co. Inc., the applicant in the abovo-referenced filing, enclosed, please find an original Site Plan and nine (9) additional copies for your review. Also enclosed, please find ten (10) copies of the Form D Application and Narrative Addendum. This Site Plan Approval has been filed under the following applicable Town of Agawam Zoning Ordinance; Section 180-13 through Section 180-16. We herein request that we be placed on the agenda for the next Planning Board Meeting so that we may present our request for Site Plan Approval at that time. Copies of the completed submittal have been sent to the individuals noted below. Should you have any questions or comments regarding this Application, please do not hesitate to contact our office at your convenience. Enclosures Sincerely, R LEVESQUE ASSOCIATES, INC Robert M. Levesque, RLA, ASLA President Cc: Mr. Thomas Russo Jr. 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 0\086 Phone: 413-568-0985; Fax: 413-568-0986 robJ@rJaJand.com I I I I I I I I I I I I I I I I I I I SECTION 2 FORM D APPLICATION FOR SITE PLAN ApPROVAL I I I I I I I I I I I I I I I I I I I AGAWAM PLANNING BOARD FORMD APPLICATION FOR SITE PLAN APPROVAL Please complete the following form and return it and (10) copies of the Site Plan to: 1. 2. 3. 4. Agawam Building Department 1000 Suffield Street Agawam, MA 01001 Name of Business: T Russo Jr. Construction Co. Inc. Address: Parcel "B" (Parcel 081 3) Oarden Street, Agawam, MA 01001 Telephone: (413) 478-3470 Fax: N/A Name of Applicant/Owner: Mr. Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA 01030 Telephone: (413) 562-9601 Fax: (413) 562-8243 N arne of Engineer/Architect: R. Levesque Associates. Inc. Robert M. Levesque, RLA, ASLA, Terrence Reynolds, PE Address: 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086 Telephone: (413) 568-0985 Fax: (413) 568-0986 Please give a brief description of the proposed project: Please see Narrative Addendum to Site Plan Approval. I I I I I I I I I I I I I I I I I I I SECTION 3 NARRATIVE ADDENDUM TO SITE PLAN ApPROVAL I I I I I I I I I I I I I I I I I I I NARRATIVE ADDENDUM TO SITE PLAN APPROVAL Introduction Parcel "B" (Parcel G8 1 3) Garden Street Agawam,MA On behalf ofMr. Thomas Russo Jr. and T Russo Jr. Construction Co. Inc., R. Levesque Associates, Inc. is submitting an application for the construction of a professional office building to be located on the south side of Garden Street in the Town of Agawam, MA. Property Description The subject property is approximately 2.2 acres with approximately 118 feet of frontage located on the south side of Garden Street, just east of the Garden Street exit off Route 57 in the town of Agawam, MA. The subject property consists of vacant land of which the southern two thirds is forested land including a large wetland. The northern third of the property is cleared upland meadow that will be utilized for the proposed development. Surrounding Land Uses The property abuts both commercial and residential uses. To the east of the parcel lies an R-C zoned property under the same ownership. This property will be developed as a multifamily condominium community. To the north across Garden Street, Vermette's Auto Body and O'Connell Construction are direct abutter's. To the west there is a single family residential home, and to the south is Kittredge Equipment Company. Detailed Project Description The proposed project consists of the construction ofa 5,280 square foot commercial office building, associated parking and related site improvements. The proposed office building will be two stories, each of which will have an at-grade entrance to provide for universal accessibility to and from the building. The site will be serviced by one curb-cut located along the western property boundary. The vehicular circulation within the site will allow for two-way traffic which will accommodate each level of the building. The proposed parking lot will accommodate 21 parking spaces, including 2 handicapped van accessible spaces, one at each level. The vehicular circulation within the site will allow for two-way traffic into and out of the site with the proposed curb-cut along the western property boundary. I I I I I I I I I I I I I I I I I I I Storm wafer All stormwater from the site will be conveyed into deep catch basins, through the subsurface conveyance system into a water quality unit prior to being released into a subsurface infiltration system at the southern end ofthe proposed development site. The undeveloped portion of the site will remain as forested woodland. There are no plans for work beyond the limit-of-work shown on the plans submitted herewith. The site plans and stormwater plan and report have been submitted to the Town of Agawam Engineering Department for their review. Utilities The site is serviced by sewer and water which are both located in Garden Street. The sanitary sewer from the site will be pumped to a manhole within the neighboring property (same owner) from which the effluent will flow by gravity to the municipal sanitary system in Garden Street. There is a fire hydrant directly adjacent to the curb-cut at the front of the property which will provide for adequate flows for fire suppression needs. LAndscape and Lighting The proposed landscaping will be consistent with the requirements set forth in the Agawam Zoning Regulations for the Business "B" zone. The proposed landscape plan includes foundation plantings around the proposed building and accent plantings throughout the site. All trees and vegetation outside the limit-of-work will remain. The lighting within the proposed project will provide for safe pedestrian and vehicular circulation to, from and within the site. Said lighting will be shielded to prevent glare into neighboring properties END OF NARRATIVE ADDENDUM I I I I I I I I I I I I I I I I I I I SECTION 4 TOWN OF AGAWAMDPWSTORMWATERPERMIT I I I I I I I I I I I I I I I I I I I Application Date: Application Fee Paid: ____ _ Date Paid: Inspection Fee Paid: Date Paid: Town of Agawam Department of Public Works Stormwater Permit Application Area of Disturbance" 1 to 5 Acres Over 5 Acres to 20 Acres Over 20 Acres to 50 Acres Over 50 Acres Rev. November 2006 Retum this application to: Town of Agawam Department of Public Works 1000 Suffield Street Agawam, MA 01001 Storm Drain Permit Application I Inspection Fees Application Fees Inspection Fees $200 $100 $700 $350 $1500 $750 $1,500 plus $25 per Acre over 50 $750 plus $10 per Acre over 50 "Ifthe area oflbe parcel(s) and area of proJect disturbance dIffer such that the area of dIsturbance wIll be m a lower fee category, the applicant may submit a certified statement by the project designer, a P.E., of lb. project's area of disturbance. 1, Project I Site Information Garden Street Site Address Agawam City G8 1 3 "Parcel B" ParcellD MA State 2.2 Acres Parcel Size Is there an existing larger project this site is now a part of? 01001 Zip Code 0.68+/- Number of Acres to be Disturbed ~No DYes If yes, name of larger project: ..:n:.:/.::a'-_____________________ _ EXISTING SITE DESCRIPTION: (Example: 5 Acres of forest land, 2 Acre single family residence, 50 Acre Farm Land or Attach Project Narrative.) Please see the attached project narrative. Page 10f4 Storm Drain Permit #: SD _____ _ I I I I I I I I I I I I I I I I I I I 2. Builder / Contractor Information T. Russo Jr. Construction Co., Inc. Builder / Contractor Name 204 Suffield Street Address Agawam City Russo Contact / Last Name 3. Owner Information Same Property Owner Name Address City Contact / Last Name MA State Thomas First Name State First Name 4. Project Description / Features o Single Family/Multi Family Home 18 New Commercial /Industrial Site Plan o Re-grading or Land Disturbance o Other 01001 Zip Code 413.786.1443 Telephone (including area code) Zip Code Telephone (including area code) o Sub-division # of Lots: ______ _ o Redevelopment Site Plan Proposed Project Site includes the following features: I!!I Proposed Impervious Area o Detention Pond N Sub-surface Detention I Infiltration Existing (ft2) None 18 Wetland Protection Act / Conservation Commission Jurisdiction o River Act I Conservation Commission Jurisdiction FINAL APPROVED PLAN I CONDITIONS OF PERMIT: Proposed(ft2) 20,255+/- Storm Drain Permit #: SD _____ _ Page 2 of4 I I I I I I I I I I I I I I I I I I I 5. Stormwater Management Plan The Stormwater Permit Application must include submission of a Stormwater Management Plan, The purpose of the Stormwater Management Plan is to ensure that the runoff from a site has been treated for water qual~y and quantity impacts during the construction of the project and during the long term, This treatment includes, but is not limited to, erosion and sediment control to the extent practicable via structural and non-structural BMPs during construction and the establishment of structural BMPs for the long term controls, See Agawam Stormwater Management Ordinance (Ch , 175-35) and the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas prepared by the Massachusetts DEP http://www,mass,gov/dep/water/esfulI,pdffor additional information and guidance, The following minimum information must be Included within the Stormwater Management Plan, Project Plan o A plan identifying the project site area o Plan must highlight the portion of the area to be disturbed Short Term -Erosion and Sediment Control Measures o Written description of proposed temporary BMPs o A plan at an appropriate scale of those BMPs o A description and schedule of maintenance of proposed BMPs o Construction details o Reporting requirements of erosion and sediment controls o On-site hazardous materials handling and storage o Dust control BMPs o Off-site sedimentation measures o Plan and procedures Long Term -Stormwater Quality and Quantity Controls o Written description of proposed permanent BMP's o A plan at a scale of not less than 1"= 40' of those BMPs o Construction details o Computations in an acceptable format o A description and schedule of long term maintenance of proposed BMPs o Reporting requirements for maintenance and inspections as specified by the DPW o A description of long term maintenance and Inspection schedules shall be submitted for site development projects, o Construction Certification Statement - A statement to be signed by the contractor and all relevant subcontractors shall be included, certifying that they have read and understand the construction phase requirements and agree to comply, All components of the Stormwat6l" Management Plan shall be prepared and stamped by a licensed Professional Engineer for all site plans, subdivisions and residential projects greater than 2 building lots. Stonn Drain Pennit #: SD _____ _ Page 3 of4 I I I I I I I I I I I I I I I I I I I 6. Certification Statement The owner or authorized representative and all contractors and subcontractors shall sign certification statements as part of the permit application and Stormwater Management Plan. In signing the plan, the authorized representative certifies that the information Is true and assumes liability for the plan. In addition, the undersigned agrees: 1. To furnish any additional information relating to the installation of use of the storm drain for which this permit is sought as may be requested by the Superintendent. 2. To accept and abide by all the provisions of Section 175 inclusive of the Ordinances of the Town of Agawam and of all other pertinent ordinance or regulations that may be adopted in the future. 3. To operate and maintain any storm drain and detention facilities, as may be required as a condition of the storm drainage permit in efficient manner at all items, and at no expense to the Town. 4. To cooperate at all items with the Superintendent of Public Works and his representatives in their inspection of storm drains, and any maintenance thereof. 5. To notify the Superintendent of Public Works immediately in the event of any accident, negligence, or other occurrence that occasions discharge to the storm drain of any wastes or process waters not covered by this permit or allowed by Section 175 the Ordinance of the Town of Agawam. 6. To indemnify the Town from loss or damage that may directly or indirectly be occasioned by the installation of the storm drain and related facility or connection. Owner Certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the Information submitted. Based on my Inquiry of the person(s) who manage the system, or those persons directly responsible for gathering the Information, the inform:~.I~!1 .~u· s, to the'~ y knowledge)lm1 belief, true, accurate, and complete. X ~ .~ A /cy,1I Date Contractors and Subcontractors Certification: I certify under penalty of law that I understand the terms and conditions of the Storm Drain Permit that authorizes storm water discharges associated with industrial activity from the construction site Identified as part 0 this certification. ontractor's Signature Date x Subcontractor's Signature Date APPLICATION APPROVED AND PERMIT GRANTED PERMIT #: 50 ____ _ Signed Superintendent Date Page 4 of4 I I I I I I I I I I I I I I I I I I I ..... ----.~......... ,/- ~-~ RLA " 1..:;''''''1'''(" A'''''';'IC''~ I,,,· ~ "'oJ 1\-"""1 ;., .... ,., """,'",. January 4, 20 II Town of Agawam Department of Public Works Attn: Stomlwater Pennitting Program Manager 1000 Su meld Street Agawam, MA 01001 RE: Stormwater Permit Application Garden Street (Parcel G8 13, Parcel "8") Agawam, MA 0 I 00 I RLA Project # 100403 To Whom It May Concern: This letter is being submitted to the Town of Agawam Department of Public Works in order to satisfY the requirement for a certified statement from the project designer when the project disturbance area is less than one (I) acre. I do hereby certifY that the proposed project at the aforementioned parcel will disturb 0.68+1-acres. Should you have any questions, please reel free to contact our office at your earliest convenience. Ce: Mr. Thomas Russo Sincerely, R LEVESQUE ASSOCIATES, INC Terrence Reynolds, P.E. Project Engineer 75 Broad Street. Suite C. P.O. !lox 640. Westfield. MA 01086 rIM)"e: 413-568-0985: Fax: 413-568-0986 rohl.'~I'rlaland.com I I I I I I I I I I I I I I I I I I I SECTIONS STORMWATER MANAGEMENT REpORT I I I I I I I I I I I I I I I I I I I STORMW ATER DRAINAGE REPORT AND MANAGEMENT PLAN for Professional Building Garden Street, Agawam, MA Prepared for R Levesque Associates, Inc 75 Broad Street, Suite C Westfield, MA 01085 And Thomas Russo Agawam,MA Prepared by T Reynolds Engineering 120 North Street Whately, MA 01093 (413) 387-8078 Fax (413) 665-0113 e-mail: reylaw@comcast.net December, 2010 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services TABLE OF CONTENTS Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Project Summary ........................................................................................................................ 3 Site Description .......................................................................................................................... 3 Soil and Flood Plain Review ....................................................................................................... 3 Method of Drainage Analysis ...................................................................................................... 6 Model Results ............................................................................................................................. 7 Construction Period Pollution Prevention and Erosion and Sediment Control Measures .............. 8 Short-Term Erosion Control Maintenance ................................................................................. 1 0 Long-Term Stormwater Maintenance Program .......................................................................... 11 FlGURES Figure 1: Locus of Project Area .................................................................................................. 5 TABLES Table 1: Rainfall Runoff Results ................................................................................................. 7 APPENDlCES Appendix A: Pre-Construction and Post-Construction Drainage Area Plans Appendix B: TSS Removal Worksheet Appendix C: Massachusetts forms 11 Appendix D: Hydrologic Analyses 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413·665-0113 Email: reylaw@comcast.net Pg 2 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Project Summary Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Thomas Russo is proposing to construct a 5,280± SF professional building on a 2.2±-acre parcel located off of Garden Street in Agawam, MA (see Figure I). T Reynolds Engineering has been retained by R Levesque Associates, Inc. (RLA) to perform and analyze the pre-development and post-development stormwater flow calculations for the for proposed project. The purpose of this analysis is to determine the 2, 10, 25 and 100-year peak flow rates and quantities for pre- development conditions and post-development conditions with stormwater management improvements and show that the stormwater management system has been designed to be in general accordance with applicable Town of Agawam regulations. Site Description The site has a high point along Garden Street on the north side of the site. From Garden Street, the site slopes down to wooded and wetland areas in the south. The front of the site is currently grassed hay field with the woodland and wetlands located in the southerly areas of the site. All drainage from the side runs down to the woodland/wetlands in the rear. No wetland resource areas are located within the project area. The proposed development of the site includes; grading and construction of a 21 space parking lot and the 5,280± SF professional building. Additional construction includes a stormwater management systems, landscaping and associated utilities. The proposed development is designed to conform to existing terrain features with the intent of preserving overall natural drainage patterns within the site. Under the developed conditions, stormwater runoff generated from the driveways, buildings and adjacent areas will be collected in "CDS" stormwater treatment units and conveyed in underground storm drain systems to two subsurface infiltration systems located in the front and rear parking lots on site. All stormwater will be treated using "CDS" water quality units to remove suspended solids and oils prior to being discharged into the subsurface systems (see TSS Removal Worksheet, Appendix B). The drainage system is designed to accommodate statistical storm events up to and including the 100-year storm without surcharging basins above rim elevations. Overall stormwater runoff quantities from 100-year storm events are shown to not increase and as a result no increased flooding is anticipated. Water quality and quantity control measures have been designed to protect the surrounding natural resources from potential stormwater runoff impacts. Soil and Flood Plain Review Review of the Soil Conservation Service (SCS), now Natural Resource Conservation Service (NRCS), Soil Survey of Hampden County, Central Part, Panel 19, indicates soils located within the project area are identified as AmB -Amostown fine sandy loam WnB,E-Windsor loamy sand. Amostown soils are typically deep and moderately well drained. Permeability is moderately rapid in the subsoil and moderate to slow in the substratum. Windsor soils are typically deep and excessively drained. Permeability is rapid or very rapid (see Drainage Area maps, Appendix A). 120 North Street, Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net Pg 3 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stonnwater Drainage Report 12/15/2010 Soil investigations were perfonned to determine actual soil conditions in the general areas proposed for development and stonnwater management. Actual soil conditions in the specific stormwater system locations will need to be verified by the Engineering prior to actual construction. Massachusetts form 11 results are included in the Appendix C of this report. The proposed project is not located within the toO-year flood plain as can be seen on the FIRM community-panel number 2501330001 A dated February 1,1978. 120 Nonh Street, Whately, MA 01373 Phone: 413·665·0113, Fax: 413·665·0113 Email: reylaw@comcast.net Pg40fll I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Garden Street Prof. Bldg. Civil Engineering Design and Land Planning Services Stonnwater Drainage Report 12/15/20 I 0 .11 •• -@ 1/2 • o. • • .... ' Q <?-~ /"~ -.' f<l=-f/.'" " ':' =;;,[1/.. ,")' ~ i .,., .... ... .. . . . -. ~ -. . , ,1 I i 1 C===C====' OO::'.E0=:=:~2~o,COO===3=OOJ!e!::O ====:sci+WjOOO FEET FIGURE I: Locus OF PROJECT AREA (Partial reproduction of USGS West Springfield, Quadrangle) 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net T Pg 5 of II I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Method of Drainage Analysis Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 1.34 acres contributing stormwater runoff flows to low points of the project area. TRE modeled the 2-year, lO-year, 25-year and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, 25 and loo-year statistical rain events are 3.0-inches, 4.5-inches, 5.2S-inches and 6.50- inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bonnds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. No flow monitoring or inspection of the Town of Agawam's existing storm sewer system was performed. It shall also be understood that the NRCS Method of drainage analyses was originally formulated to assist with the development offarmland and crop production. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modem development and provide runoff results that are greater than actual conditions. 120 North Street, Whately, MA 01373 Phone: 413.{i65·0113, Fax: 413-665~113 Email: reylaw@comcast.net Pg 6 ofll I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Model Results Garden Street Prof. Bldg. Stormwater Drainage Report 1211512010 The following tables summarize the results of the drainage analysis using HydroCad (see Appendix D). The following design points were used to show the pre and post construction stormwater flows expected for the 2, 10, 25 and 100-year storm events. Because there is no drainage outlet for the site other than infiltration, low areas are used as design points. Table 1: Existing and Proposed Peak Discharge at Design Points DESIGN POINT 2-year 10-year 25-year 100-year (cfs) (cfs) (cfs) (cfs) Pre-Construction Southern Design Point (3S) 0.00 0.03 0.13 0.45 Post-Construction Southern Design Point (3S) 0.00 0.04 0.13 0.38 As can be seen from the above results, stormwater runoff to the resource area and other non- resource areas for the 2, 10, 25 and 100-year storm events will not increase from the pre- construction conditions to the post construction condition. Run-off to all design locations is generally decreased. As stated above, the project as designed will not increase peak discharges to the resource areas during the 100-year storm event and as a result is expected not to increase off- site flooding impacts from the 100-year, 24 hour storm. 120 North Stree~ Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net Pg 7 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Construction Period Pollution Prevention and Erosion and Sediment Control Measures The following erosion and sedimentation control measures will be employed as appropriate during the earthwork and construction phases of the project. See Construction BMPs Checklist, Appendix I: Preconstruction notifications and meetings: No work shall be performed within 100 feet of any wetland area until any notification and pre-construction meeting requirements of any Order of Conditions under the Mass. Wetlands Protection Act have been completed. These requirements shall be the responsibility of the Operator to arrange, attend, and document. Sediment Barrier and Work Limit: Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the engineer or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may he cut by machine, provided all other ground cover is left intact. No excavation, grading, filling, or removal of vegetative ground cover shall be performed within 100 feet of any wetland or stream until sediment barriers have been installed as shown on plans and have been inspected by the engineer or their representative. Sediment barriers located adjacent to wetland areas shall serve as the limit of work for this project. No construction, equipment traffic, stockpiles, removal of vegetation, or other alteration shall be permitted on the wetland side of the sediment barrier/work limit without the approval of the engineer or their representative and the municipal Conservation Commission, Silt fence: The bottom of the fence shall be trenched into the ground a minimum of 4" and back-filled with compacted soil. Where trenching is not feasible, silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. Straw bales: Straw bales may be used as temporary and moveable control measures, temporary check dams, or as reinforcement for silt fence in areas of concentrated runoff or high fills. Bales shall be tightly butted and staked 12" into the ground. Where used without silt fence in front, the bales shall be trenched 4" into the ground, back-filled with compacted soil, and the spaces between bales shall be chinked with loose hay. Filter Sock (Filtrexx or equivalent): In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up-slope face to control and filter underflow. Additional layers of Filter Sock may be required for adequate freeboard. Temporary Sediment Basins: Temporary sediment basins may be excavations or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary 120 North Street, Whately, MA 01373 Phone: 413-665'()1 13, Fax: 4\3-665-01 \3 Email: reylaW@comcast.net Pg 8 of II I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. Stocking additional materials: A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw -bales -10 (Covered to be kept dry) with 20 Oak stakes Or Silt fence -30 linear feet. Or Filter Sock -4, 8 ft. sections (covered to be kept dry) Washed stone -1 cubic yards, 3/4" to 1 2" diameter Trench protection: Open trenches shall be protected from accumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up-slope side of the trench to prevent entrance of surface rnnoff. Backfill shall be crowned to allow for settlement and to avoid concentration of rnnoff on top of the trench. Storm drain protection: The storm drain and swale system shall be put into operation as soon as possible in order to control rnnoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, "filtrexx" filter socks, stone filter berms, or filter fabric inserts (Atea-bags, Asilt-sacks or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. Site Stabilization -Temporary: Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. Site Stabilization -Permanent: Within 14 days of completion of loaming and fmish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. Roadway Sweeping: The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment rnnoff into storm drains or waterways and to control blowing dust. 120 North Street, Whately, MA 01373 Phone: 413.{j65'()113, Fax: 413.Q65·0113 Email: reylaw@comcast.net Pg 9 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Short-Term Erosion Control Maintenance Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 • The contractor or subcontractor will be responsible for implementing each control shown on the Sedimentation and Erosion Control Plan. • The on-site contractor will inspect all sediment and erosion control structures periodically and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. • Silt shall be removed from behind barriers if greater than 6-inches deep or as needed. • Damaged or deteriorated items will be repaired immediately after identification. • The underside of hay bales should be kept in close contact with the earth and reset as necessary. • Sediment that is collected in structures shall be disposed of properly and covered if stored on-site. • Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be regraded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. 120 North Stree~ Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaW@comcast.net Pg 100f11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Long-Term Stormwater Maintenance Program Garden Street Prof. Bldg. Stonnwater Drainage Report 12/15/2010 The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. • Operation and maintenance of stonnwater management system will be the responsibility of the Owner. • Inspect subsurface stonnwater systems annually to ensure proper stabilization and function. If significant sediment deposits are noted with in the system, follow Cuhec maintenance guidelines for removing sediment accumulation. • Paved areas will be swept, at a minimum, two times per year in the months of May and October. • All sediments and hydrocarbons should be properly handled and disposed, in accordance with local, state and federal guidelines and regulations outside any drainage facilities or resource areas, including buffer zone to the resource area • CDS Manufacturer recommends, at a minimum, inspections should be perfonned twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated, or immediately in the event of a spill. 120 North Street, Whately, MA 01373 Phone: 413-665-0113,Fax: 413-665-0113 Email: reylaw@comcast.net Pg 11 of 11 I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Storm water Drainage Report 12/15/2010 Appendix A: Pre-Construction and Post-Construction Drainage Area Plans 120 North Street, Whately, MA 01373 Phone: 4\3-665-0113, Fax: 4\3-665-01 \3 Email: reyl.w@comcasLnet 1 ----.'~ -----~ .. 1 1 1/ 'j'! -~, -' I 1 ~, ' :\-~-:---rl 1!IIIl-.-----------------..,.---' ...... ____ 1~1,-~ ,t -- )I " ,,~ .. o I, " ----~ .--.-- ----" 3': -- -,'~.j ; ~" -·-n -- i ~"T" _ ,-:6 ---r!-- ---~-::-0\ _ ..... _ _~_ _ ___ ::::.-j")c ----------;. "'-_ ~~:::.~----1 ~---~- ,'-p,~ .... ,.-... '''' .... -.. _1;;1 ---- v \ -.. ------------- -.. -------_I 1 1 I-- ...\ 1 1 , " I I .... ---... -----........ ~. --\--,,-, 1 1 ---- ---~- 1 I , CD, c -, 3< - . ':"er'c.",,·l!J'/'I---------- --------- --.... --.-------1"-------- I ~ \ --------- c '" 0 CDSfO E [jJ 10 «0'-' EUl «I I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Stonnwater Drainage Report 12/15/2010 Appendix B: TSS Removal Worksheet 120 North Street, Whately. MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net ------------------- T Reynolds Engineering Whately, MA 01093 Subsurface Infiltration 1 & 2 A BMP Street sweeping TSS ({l'nll" al Calculatinn \\ nrl"hl'l't Name: Garden Street Professional Building Location: Agawam, MA Proj. No.: 10-1201 Date: 12114110 Computed by: TR Checked by: RL BCD E TSS Removal Starting TSS Amount Remaining Rate Load· Removed (BxC) Load (C-D) 10 II 1.00 0.1 0.90 Subsurface Infiltration with CDS Pretreatment I 80 II 0.90 I [0.72 II 0.18 -] '----'11 II II II I ,----,II II II II I Total TSS Removal= Notes; ·Starting TSS Load for first BMP-1.00. TSS load for subsequent BMP's is equal to the Remaining Load (El from the previous BMP. I .2% I I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Stormwater Drainage Report 12115/2010 Appendix C: Massachusetts forms 11 120 North Street, Whately, MA 01373 Phone: 413·665·0113, Fax: 413·665-0113 Email: reyI8w@comcast.net -------------------Commonwealth of Massachusetts CitylTown of •~. -. .. , -~ Form 11 -Soil Suitability Assessment for On-5ite Sewage Disposal RUSSO, GARDEN STREET, AGAWAM, MA 4114/10 Deep Observation Hole Number:4-TR 5011 5011 Matrix: Redoxlmorphlc Features Soil Coarse Fragments 5011 Structure 5011 Depth Horlzonl Color-Moist (mottles) Texture % by Volume Consistence Layer (Munsell) (USDA) (Moist) (In.) Depth Color Percent Gravel Cobbles & Stones 0-12 Ap 10YR3/1 LS GR FR 12-17 B 10YR3/3 LS SBK FR 17-102 C 10YR3/6 52 10YR5/8 C S M FR Additional Notes Standing @ 100· Other DEP Form 11 Soil Su~ability Assessment· Page 5 of 5 I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Appendix D: Hydrologic Analyses 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413-665-0113 Email: reylaW@comcast.net Stonnwater Drainage Report 12115/2010 I I I I I I I I I I I I I I I I I I I 38 Drainage Diagram for Pre Development Prepared by T Reynolds Engineering. Printed 1211412010 HydroCAD®9.10 sin 04155 <ll 2010 HydroCAO Software ~utions LLC I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Area Listing (aU nodes) Area CN Description (acres) (subcatchment-numbers) 1.192 39 >75% Grnss cover, Good, HSG A (3S) 0.152 61 >75% Grass cover, Good, HSG B (3S) 1.344 41 TOTAL AREA Printed 1211412010 Page 2 I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type 1I124-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 3 HydroCAD® 9.10 sln04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Runoff Area=58,553 sf 0.00010 Impervious RunoffDepth=O.OO" Flow Length=395' Tc=19.l min CN=41 Runoff'=O.OO cfs 0.000 af Total RunofT Area = 1.344 ac RunofTVolume = 0.000 af Average RunofTDeptb = 0.00" 100.00% Pervious = 1.344 ac 0.00% Impervious = 0.000 ac I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 4 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 5.00 hrs, Volwne= 0.000 a~ Depth= 0.00" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hIs, dt= 0.05 hrs Type ill 24-br 2-Year Event RainfaIl=3.00" Area(st) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 58,553 41 Weighted Average 58,553 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (elS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense 0= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fj>s 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr IO-Year Event Rainfall=4.50" Printed 1211412010 Page 5 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 38: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Iod method Runoff Area=58,553 sf 0.00% Impervious RunoffDepth>O.13" Row Length=395' Tc=19.1 min CN=41 Runoff-=O.03 eli; 0.014af Total Runoff Area = 1.344 ae Runoff Volume = 0.014 af Average Runoff Deptb = 0.13" 100.00~. Pervious = 1.344 ae 0.00% Impervious = 0.000 Be I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type Il124-hr JO-Year Event Rainfall=4.50" Printed 12114120 \0 Page 6 HydroCAD® 9. \0 sin 04155 © 20 I 0 HydroCAD Software Solutions LLC Summary for Subcatcbment 3S: Runoff = 0.03 cfs@ 13.79 hIs, Volume= 0.014 af, Depth> 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hIs, dt= 0.05 hIs Type III 24-hr 10-Year Event Rainfal1=4.50" Area(s!) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good. HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Glass Pasture Kv= 7.0 JPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 7 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatehment 38: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-8tor-lnd method Runoff Area=58,553 sf 0.00"10 Impervious Runoff Depth>O.27" Flow Length=395' Tc=19.l min CN=41 Runoff-O.13 efs 0.031 af Total Runoff Area = 1.344 ae RunolTVolume = 0.031 Bf Average Runoff Depth = 0.27" 100.00% Pervious = 1.344 Be 0.00% Impervious = 0.000 Be I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event RainJall=5.25" Printed 1211412010 Page 8 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: RlUlOff = O. I3 cfs@ 12.57 Ius, Volwne= 0.031 at; Depth> 0.27" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 Ius, dt= 0.05 hrs Type ill 24-hr 25-Year Event Rainfal\=5.2S" Area(s!) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, am HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 IPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 100-Year Event Rainfall=6.50" Printed 1211412010 Page 9 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS lR-20 method, UH=SCS Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-Ind method Runoff Area=58,553 sf 0.00'10 Impervious RunoffDepth>O.62" Flow Length=395' Tc=19.1 min CN=41 Runoff=O.45 cfs 0.070 af Total Runoff Area = 1.344 ac Runoff Volume = 0_070 af Average Runoff Depth = 0.62" 100.00% Pervious = 1.344 ac 0.00% Impervious = 0.000 ac I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type lfl24-hr lOa-Year Event Rainjal/=6.50" Printed 1211412010 Page 10 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.45 cfs @ 12.45 hrs, Volwne= 0.070 at; Depth> 0.62" Runoffby SCS TR·20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100· Year Event Rainfiill=6.50" Area (sf) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlftl (ftlsec) (cfsl 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0240 P2= 3.00" 1.2 200 0.1550 2.76 ShaDow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I I Subca [Reachl ~ ~ PC8-1 PC8-2 Drainage Diagram for Post Development Prepared by T Reynolds Engineering, Printed 1211412010 HydroCAD® 9.10 sin 04155 C> 2010 HydroCAD Soltware Solutions llC I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Area Listing (aU nodes) Area eN Description (acres) (subcatchment-numbers) 0.728 39 >75% Grass cover, Good, HSG A (2S,3S) 0.152 61 >75% Grass cover, Good, HSG B (3S) 0.401 98 Paved parlcing, HSG A (I S, 2S) 0.064 98 RoofS, HSG A (2S) 1.344 62 TOTAL AREA Printed 1211412010 Page 2 I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 3 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS lR-20 method, UH=SCS Reach routing by Dyn·Stor-Ind method -Pond routing by Dyn-Stor-Ind melb.od Subcatchment IS: 8ubcatchment 28: 8ubcatchment 38: Pond 4P: PCB-2 Pond 5P: Subsurface D Pond 6P: PCB-I Pond 7P: Subsurface I Runoff Area=7,258 sf l(JO.OO"1o Impervious RunoffDepth>2.59" T<rIi.O min CN=98 Runoff.=().47 cfs 0.036 af Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>2.31" T<rIi.O min CN=95 Runoff.=().84 cIS 0.061 af Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.OO" Flow Length-395' Tc=19.1 min CN=43 RWloff.=().OO cIS 0.000 af Peak Elev-174.61' Inflow=O.84 cIS 0.061 af 12.0" Round Culvert ri=O.OI3 L=20.0' S-O.Oloo 'f Outflow=O.84 cIS 0.061 af Peak Elev=O.94' Stomge-(l.014 af Inflow=O.84 cIS 0.061 af Outflow=O.20 cIS 0.061 af Peak Elev= I 85.86' Inftow=O.4 7 cIS 0.036 af 12.0" Round Culvert ri=O.013 L=34.0' 8=0.0100 'f Outflow=O.47 cIS 0.036 af PeakElev=J84.2J' Storage-O.OO6af Inflow=O.47 cIS 0.036af Outflow=O.14 cIS 0.036 af Total Runoff Area = 1.344 Be Runoff Volume = 0.097 Bf Average Runoff Deptb = 0.87" 65.44% Pervious = 0.880 Be: 34,56% Impervious = 0.465 ae I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAO® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 4 Summary for Subcatchment IS: RWlOff 0.47 cfs@ 12.09 hrs, Volume= 0.036 at; Depth> 2.59" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfa]\=3.00" Area (st) Tc (min) 6.0 7.258 7,258 Length (feet) CN Description 98 Paved parlcing. HSG A 100.00'10 Impervious Area Slope Velocity Capacity Description (fVft) (fVsec) (cfs) Dired Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Enginccring HydroCAD® 9.10 sin 04155 02010 HydroCAD Software Solutions LLC Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 PageS Summary for Subcatchment 2S: Runoff 0.84 efs @ 12.09 brs, Vo1UIne"= 0.061 at; Depth> 2.31" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 brs, dt= 0.05 brs Type III 24-br 2-Year Event Rainfall=3.00" Area (sf) CN Description 2,773 98 Roofs, HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed ]211412010 Page 6 HydroCAD®9.10 sin 04155 ©2010 HydroCAD Sof\ware Solutions LLC Summary for Subcatchment 3S: Runoff 0.00 efs @ 20.00 hrs, Volwne= 0.000 at; Depth> 0.00" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type m 24-hr 2-Year Event RainfalJ=3.00" Area(s!) CN Description 30,952 39 >75% Grass cover, Good, HSO A 6,620 61 >75% Grass cover, Good, HSO B 37,572 43 Weighted Average 37,572 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (ciS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 tps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type 111 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 7 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.315ac, 94.56% Impervious, Inflow Depth > 2.31" for 2-YearEventevent 0.84 cfs @ 12M hrs, Volwne= 0.061 af O.84cfs@ 12.09hrs, Volwne= 0.061af, Atten=O%, Lag=O.Omin 0.84 cfs @ 12.09 hrs, Volwne= 0.061 af Routing by Dyn-Stor-lnd method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PeakElev= 174.61'@ 12.09 hrs Flood Elev= 178.I 0' Device Routing #1 Primary Invert Outlet Devices 174.10' 12_0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet! Outlet Invert= 174.10' /173.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~OutFIow Max=O.82cfs@12.09hrs HW=174.6O' TW=O.57' (DynamicTailwater) l=Culvert (Barrel Controls 0.82 cfs@ 3.01 iPs) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 2-Year Event Rninjall=3.OO" Printed 1211412010 Page 8 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Summary (or Pond 5P: Subsurface II 0.315ac, 94.56%lmpervious, InflowDepth :> 2.31" for 2-YearEventevent 0.84 cfs@ 12.09 Ms, Volwne= 0.061 af 0.20 cfs@ 11.85 Ms, Volwne= 0.061 at; Atten= 76%, Lag= 0.0 min 0.20 cfs@ 11.85 Ms, Volwne= 0.061 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.94' @ 12.48 hrs Surf.Area= 0.024 ac Storage= 0.014 af Plug-Flow detention time= (not calcuIated: outflow precedes inflow) Center-of-Mass del. time= 15.3 min (770.2 -754.8) Volwne Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' A vail.Storage 0.018 af 0.027 af 0.005 af 0.005 af Storage Description 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded = 0.044 af x 40.0"10 Voids Cultec R-V8HD x 18 Inside # 1 Effective Size= 55.2"W x 32.0"H =:> 8.68 sfx 7.5O'L = 65.1 cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afEmbedded = 0.011 af x 40.0"/. Voids Cultec R-V8HD-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H =:> 8.68 sfx 4.58'1.. = 39.8 cf Overall Size= 60.0"W x 32.0''H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.00' 8.270 inlhr Exfdtration over Surface area t..iscarded Outflow Max=O.20 cfs @ 11.85 hrs HW=O.05' (Free Discharge) l=Exfiltration (Exfiltration Controls 0.20 cfs) I !I I I I II :1 I 'I II I I I I I I I I 'I I II I I Post Development Prepared by T Reynolds Engineering l-lydroCAD® 9.10 sin 04155 © 2010 l-lydroCAD Software Solutions LLC Type III 24-hr 2-Year Event RainJall=3.00" Printed 12114/20 I 0 Page 9 Pond SP: Subsurface II -Chamber Wizard Field A Chamber Model = Cultec R-VSHD Effective Size= 55 .2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf OveraU Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 ChambersIRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf= 1,171.3 cfChamberStorage 3,102.0 cfField -1,171.3 cfChambers = 1,930.7 cfStone x 40.0% Voids = 772.3 cfStone Storage Stone + Chamber Storage = 1,943 .6 cf= 0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type !II 24-hr 2-Year Event Rainfall=3.00" Printed 12114/2010 Page 10 Pond SP: Subsurface II -Chamber Wizard Field B Chamber Model = CuUec R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sf x 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 Chambers/Row x 4.58' Long = 9.11' + 12.0" End Stone x 2 = 11 .11' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.61' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfChambers =498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438 .0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type 1I124-hr 2-Year Event RainjaJi=3.00" Printed 1211412010 Page 11 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ac,100.00% Impervious, Inflow Depth > 2.59" for 2-Year Event event 0.47 cfs @ 12.09 hrs, Volume= 0.036 af 0.47 cfs @ 12.09 hrs, Volume= 0.036 at; Atten= 0010, Lag= 0.0 min 0.47 cfs @ 12.09 hrs, Volurne= 0.036 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.86' @ 12.09 hrs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 luIet 1 Outlet Invert= 185.50' 1185.16' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~imary OutFlow Max=O.46 cli; @ 12.09 hrs HW= 185.85' TW= 183.95' (Dynamic Tailwater) l=Culvert (Barrel Controls 0.46 cfs @2.79 IPs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAOO 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 2-Year Event Rainfall= 3.00" Printed 12114/2010 Page 12 Summary for Pond 7P: Subsurface I 0.167 ac, 100.00% impervious, Inflow Depth > 2.59" for 2-Y ear Eveot event Inflow Area = Inflow Outflow = Discarded = 0.47 cfs @ 12.09 hrs, Volume= 0.036 af O.l4cfs@ 11.90hrs, Volume: 0.036af, Atteo=7lO/o, Lag=O.Omin 0.14 cfs @ 11.90 hrs, Volume: 0.036 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.21'@ 12.41 hrs Surf.Area= 0.017 ac Storage= 0.006 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time: 8.9 min (748.1 -739.2 ) Volume Invert #lA 183.50' IflA 184.00' A vail.Storage Storage Description 0.DI5 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0% Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size: 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr ExfIltration over Surface area Liscarded OutFlow Max=O.l4 cIS @ 11.90 hrs HW= 183.54' (Free Discharge) l=Exfiltration (Exfillration Controls 0.14 cfs) I I I I I I I I I I I I II I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type IIJ 24-hr 2-Year Event RainJa/l=3.00" Printed 12114/2010 Page 13 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChamber Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 Chambers/Row x 7.60' Long = 38.00' + 12.0" End Stone x 2 = 40.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers x 74.6 cf= 1,1 18.5 cfChamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + Chamber Storage = 1,776.1 cf=0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr lO-Year Event Rainfall=4.50" Printed 12'1412010 Page 14 HydroCAD® 9.\0 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points RWlOffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment IS: Runoff Area=7,258 sf 100.00% Impervious RunoffDepth>3.96" Tc=6.0 min CN=98 Runoff=Q.72 cfs 0.055 af Subcatchment 2S: Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>3.70" Tc=6.0min CN=95 Runoft'=1.31 cfs 0.097 af Subcatchment 3S: Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.l8" Flow Length=395' Tc=19.! min CN=43 Runoff=Q.04 eli; 0.013 af Pond 4P: PCB-2 Peak Elev=174.77' lnflow=1.31 cIS 0.097 af Pond SP: Subsurface n Pond 6P: PCB-l Pond 7P: Subsurface I 12.0· RoundCulvert 0=0.013 L=20.0' S=O.OIOO 'f Outflow=1.31 cli; 0.097 af Peak Elev=1.76' Stomge=O.029 af lnflow=1.31 cfs 0.097 af Outflow=O.20 cfs 0.097 af Peak Elev=185.95' Inflow=O.72 cfs 0.055 af 12.0" Round Culvert n=O.013 L=34.0' S=O.OIOO 'f Outflow=O.72 cfs 0.055 af Peak Elev=!84.76' Storage=O.014 af lnflow=O.72 cIS 0.055 af Outflow=O.l4 cfs 0.055 af Total Runoff Area = 1.344 ae Runoff Volume = 0.165 af Average Runoff Deptb = 1-47" 65.44% Pervious = 0.880 ae 34.56% impervious = 0.465 ac I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IO-Year Event Rainfall=4.50" Printed 12114/2010 Page 15 Summary for Subcatchment IS: RWlOff 0.72 efs @ 12.09 hrs, Volume= 0.055 af, Depth> 3.96" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event RainfulI=4.50" Area (sf) Te (min) 6.0 7,258 7,258 Length (feet) CN Description 98 Paved parlcing, HSG A 100.00"10 lmpetvious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III24-hr 10-Year Event Rainfall=4.50" Printed 12114/2010 Page 16 Summary for Subcatchment 2S: Runoff 1.31 cfs@ 12.09 hrs, Volume'" 0.097 af, Depth> 3.70" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 10-Year Event RainfalI=4.50" Area (sf) CN Description 2,773 98 Roofs, HSG A 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry. I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 10-Year Event Rainfall=4.50" Printed 12/14/2010 Page 17 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.04 cfs @ 12.63 hrs, Volwne= 0.013 af, Depth> 0.18" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event RainfulI=4.50" Area (sf) CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlfl) (ftlsec) (efs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture K v= 7.0 IPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lO-Year Event RainJall=4.50" Printed 12114/2010 Page 18 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.3 15 ae, 94.56% Impervious, Inflow Depth > 3.70" for 10-Year Event event 1.31 cfs@ 12.09 hrs, Volmne= 0.097 af 1.31 efs @ 12.09 hrs, Volume= 0.097 af, Atten= 00/., Lag= 0.0 min 1.31 efs @ 12.09 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 brs PeakElev= 174.77'@ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12_0" Round Culvert L=20.0' CPP, square edge headwall, Ke=0.5oo Inlet! Outlet Invert= 174.10' 1173.90' S= 0.0100 'r Cc= 0.900 0=0.013 CorrugatedPE, smooth interior ~ary OutFlow Max=I.27 efs @ 12.09 hrs HW=174.76' TW=O.96' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.27 cfs@3.31 fps) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lO-Year Event Rainfall=4.50" Printed 1211412010 Page 19 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Summary for Pond 5P: Subsurface II 0.315 ac, 94.56%Impervious, Inflow Depth > 3.70" for IO-YearEventevent 1.31 cfs@ 12.09 hrs, Volume= 0.097 af 0.20 cfs @ 11.75 hrs, Volwne= 0.097 af, Atten= 85%, Lag= 0.0 min 0.20 efs @ 11.75 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.76' @ 12.58 hrs Surf.Area= 0.024 ac Storage= 0.029 af Plug-Flow detention time= (not ca1culated: outflow precedes inflow) Center-of-Mass del time= 38.9 min (785.5 -746.7) Volume Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' A vail.Storage 0.018 af 0.027 af 0.005 af 0.005 af Storage Description 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded= 0.044 af x 40.0"10 Voids Cultec R-VSIID x 18 Inside # 1 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 18.00'W x 1l.17'L x 3.67'H Field B om 7 afOverall-0.005 afEmbedded = om 1 af x 40.0"10 Voids Cultec R-VSIID-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' S.270 inlhr Exflltration over Surface area ~carded OutFlow Max=O.20 cfs @ 11.75 hrs HW=O.08' (Free Discharge) l=Exflltration (Exfiltration Controls 0.20 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sJn 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IO-Year Event Rain/al/=4.50" Printed 12114/20 I 0 Page 20 Pond 5P: Subsurface II -Chamber Wizard Field A Chamber Model = C ullec R-VSHD Effective Size= 55.2"W x 32 .0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 Chambers/Row x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf= 1,171.3 cfChamber Storage 3,102.0 cfField -1,171 .3 cfChambers = 1,930.7 cfStone x 40.0% Voids = 772 .3 cfStone Storage Stone + Chamber Storage = 1,943 .6 cf= 0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Deve lopment Prepared by T Reynolds Engineering HydroCAD@9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Type f[J 24-hr lO-Year Evenl Rainfall=4.50" Printed 12114/2010 Page 21 Pond SP: Subsurface IJ -Chamber Wizard Field B Chamber Model = Cultec R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.0S'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 ChambersIRow x 4.58' Long = 9.17' + 12.0" End Stone x 2 = 11.1 7' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32 .0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfChambers = 498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438.0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type III24-hr 10-Year Event Rainja//=4.50" Printed 12/1412010 Page 22 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ae,IOO.OO% Impervious, Inflow Depth > 3.96" for 10-Year Event event 0.72 efs @ 12.09 hrs, Volwne= 0.055 af 0.72 efs @ 12.09 hrs, Volwne= 0.055 af, Atten= 0%, Lag= 0.0 min 0.72 efs @ 12.09 hrs, Volwne= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 brs, dt= 0.05 hrs Peak Elev= 185.95' @ 12.09 hrs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet I Outletlnvert= 185.50' 1185.16' S= 0.0100 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior t..imary OutFlow Max=O.70 efs@ 12.09 hrs HW=185.94' TW=I84.24' (Dynamic Tailwater) 1 =Culvert (Barrel Controls 0.70 cfs @ 3.06 ljJs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Type IJI24-hr JO-Year Event Rainfall=4.50" Printed 12114/2010 Page 23 Summary for Pond 7P: Subsurface I 0.167 ac, I 00.00% hnpervious, Inflow Depth > 3.96" for 100YearEventevent Inflow Area = Inflow Outflow = Discarded = 0.72 cfs@ 12.09 hrs, Volume= 0.055 af 0.14 cfs @ 11.80 hrs, Volume= 0.055 at; Atten= 81%, Lag= 0.0 min 0.14 cfs @ 11.80 hrs, Volume= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.76'@ 12.52 hrs SurfArea= 0.017 ac Storage= 0.014 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Centero{)f-Mass deL time= 23.8 min ( 759.5 -735.8) Volume Invert #IA 183.50' #2A 184.00' A vail.Storage Storage Description O.oJS af 18.00'W x 40.00'L x 3.B4'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0"10 Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 6O.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 183.50' 8.270 inlhr Exfiltration over Surface area ~carded OutFlow Max=O.14 cfs @ 11.80 hrs HW= 183 .57' (Free Discharge) l=ExfUtration (Exfiltration Controls 0.14 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr la-Year Event Rainfall=4.50" Printed 12114/20 10 Page 24 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic Storm Chamber Effective Size= 5S.4"W x 34.0"H => 9.SI sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x S.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChambersIRow x 7.60' Long = 3S.00' + 12.0" End Stone x 2 =40.00' Base Length 3 RolVs X 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = IS.OO' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.S4' Field Height 15 Chambers x 74.6 cf= I, II S.5 cfChamber Storage 2,762.4 cfField -1,II S.5 cfChambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + Chamber Storage = 1,776.1 cf=O.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 25 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment IS: Subcatchment 28: Subcatchment 3S: Pond 4P: PCB-2 Pond SP: Subsurface IT Pond 6P: PCB-1 Pond 7P: Subsurface I Runoff Area=7,258 sf 100.00'10 Impervious Runoff Depth>4.65" Tc=6.0 min CN=98 Runoff=().84 efs 0.065 af Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>4.39" Tc=6.0 min CN=95 Runoff=J.54 efs 0.115 af Runoff Area=37,572 sf 0.00'10 Impervious RunoffDepth>O.36" Flow Length=395' Tc=19.1 min CN=43 Runoff=(). 13 efs 0.026 af Peak Elev=174.84' JnfIow=1.54 efs 0.115 af 12.0" Round Culvert n=O.013 L=20.0' S=O.Oloo 'f Outtlow=J.54 efs 0.115 af Peak Elev=2.22' Storage=O.037 af JnfIow=J.54 efs 0.115 af Outtlow=O.20 efs 0.115 af Peak Elev=185.99' Inflow=O.84 efs 0.065 af 12.0" Round Culvert n=O.013 L=34.0' S=O.Oloo 'f Outtlow=O.84 efs 0.065 af Peak EIev=185.06' Storage=O.018 af JnfIow=O.84 efs 0.065 af Outtl~.I4 efs 0.065 af Total Runoff Area = 1.344 ac Runoff Volume = 0.205 af Average RunolJDepth = 1.83" 65.44% Pervious = 0.880 ae 34.56% Impervious = 0.465 ae I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reyoolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event Rainfall=5.25" Printed 121 14/201 0 Page 26 Summary for Subcatcbment IS: Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.065 af, Depth> 4.65" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 25-Year Event RainfalJ=5.25" Area (sf) CN Description 7,258 98 Paved parking, HSG A 7,258 lOO'()O% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cIS) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reyoolds Engineering HydroCAO® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type 1II 24-hr 25-Year Event Rainfall=5.25" Printed 12/1412010 Page 27 Summary for Subcatchmcnt 2S: Runoff 1.54 cfs @ 12.09 hrs, Volwne= 0.115 at; Depth> 4.39" Runoffby SCS TR-20 method, Illi=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 25-Year Event Rainfull=5.25" Area (sf) CN Description 2,773 98 Roofs, HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12/14/2010 Page 28 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.13 cfs @ 12.52 hrs, Volwne= 0.026 at; Depth> 0.36" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Event RainfalI=5.25" Area(s±) CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cIS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture K v= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 29 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.315 ae, 94.56% Impervious, Inflow Depth> 4.39" for 25-Year Event event 1.54 cfs @ 12.09 hrs, Volume= 0.115 af 1.54 efs @ 12.09 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min 1.54 efs @ 12.09 hrs, Volume= 0.115 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 174.84' @ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet 1 Outlet Invert= 174.10' 1 173.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Conugated PE, smooth interior ~ary OutF1ow Max= 1.50 efs @ 12.09 hrs HW= 174.83' TW= 1.17' (Dyoarnie Tailwater) l=Culvert (Barrel Controls 1.50 efs@3.43 iPs) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rai'ffall=5.25" Printed 12114/2010 Page 30 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Discarded = Summary for Pond SP: Subsurface II 0.315 ac, 94.56% Impervious, Inflow Depth> 4.39" for 25-Year Event event 1.54 cfs @ 12.09 hrs, Volwne= 0.115 af 0.20 cfs @ 11.70 hrs, Volwne= 0.115 af, Atten= 87%, Lag= 0.0 min 0.20 cfs@ 11.70 hrs, Volwne= 0.115 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.22' @ 12.63 hrs Surf.Area= 0.024 ac Storage= 0.037 af Plug-Flow detention tirne= (not calculated: outflow precedes inflow) Center-of-Mass det tirne= 53.0 min (797.2 -744.2) Volwne lnvert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' Avail.Storage Storage Description 0.Ql8 af 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afErnbedded = 0.044 af x 40.0"10 Voids 0.027 af Cultec R-VSHD x 18 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.oo'L with 0.50' Overlap 0.005 af 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afErnbedded= 0.011 af x 40.0% Voids 0.005 af Cultec R-V8HD-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0'W x 32.0"H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' 8.270 in!br Exf'Jltration over Snrface area ~scarded OutFlow Max=O.20 cfs @ 11.70 hrs HW=O.06' (Free Discharge) l=Exf'Jltration (Exfiltration Controls 0.20 cfs) I I I I I I 1 ,I I I I I I I 1 I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event Rail1fall~5.25" Printed 121 14/20 10 Page 31 Pond 5P: Subsurface 1I - Chamber Wizard Field A Chamber Model ~ Cu llec R-VSHD Effecti ve SiZC'= 55.2"W x 32.0"H ~> 8.68 sfx 7.50'L ~ 65.1 cf Overall Siz~ 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 ChambersIRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 ~ 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 ~ 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf~ 1,171.3 cfChamber Storage 3,102.0 cfField - 1,171.3 cfChambers ~ 1,930.7 cfStone x 40.0% Voids ~ 772.3 cfStone Storage Stone + Chamber Storage = I ,943.6 cf~ 0.045 af 18 Chambers 114.9 Cj Field 71.5 Cj Stone I I I I I I I I I I I I I I 11 I II I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Typ e III 24-hr 25-Year Event Rainfall=5.25" Printed 121 14/2010 Page 32 Pond 5P: Subsurface LI -Chamber Wizard Field B Chamber Model = Cultec R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.5S'L = 39 .8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 ChambersIRow x 4.58' Long = 9.17' + 12 .0" End Stone x 2 = 11 .17' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737 .0 cfField -238.6 cfChambers = 498.4 cfStone x 40.0010 Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438 .0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 33 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Pri.truuy = Summary for Pond 6P: PCB-l 0.167 ac,IOO.OO% Impervious, Inflow Depth> 4.65" for 25-YearEventevent 0.84 cfs @ 12.09 hrs, Volume= 0.065 af 0.84 cfs @ 12.09 hrs, Volume= 0.065 at; Atten= (101o, Lag= 0.0 min 0.84 cfs @ 12.09 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 brs, dt= 0.05 brs Peak Elev= 185.99'@ 12.09 brs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwat~ Ke= 0.500 Inlet I Outlet Invert= 185.50'/185.16' 8=0.0100'/, Cc=0.900 n= 0.013 Corrugated PE, smooth interior ~ary OutFlow Max=O.81 cfs @ 12.09 brs HW=185.98' TW=184.38' (Dynamic Tailwater) l=Culvert (Barrel Controls 0.81 cfs @ 3.17 fjJs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 34 HydroCAD® 9.10 sin 04155 (;) 2010 HydroCAD Software Solutions LLC Summary for Pond 7P: Subsurface I O.l67ae,100.00%Impervious, Inflow Depth > 4.65" for 25-YearEventevent Inflow Area = Inflow = Outflow = Discarded = 0.84 efs @ 12.09 hrs, Volume: 0.065 af 0.14 efs @ 11.75 hrs, Volume: 0.065 af, Atten= 84%, Lag: 0.0 min 0.14 efs@ 11.75 hrs, Volume: 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.06' @ 12.56 hrs Surf.Area= 0.017 ac Storage: 0.018 af Plug-Flow detention time: (not calculated: outflow precedes inflow) Center-of-Mass det time: 32.3 min ( 767.1 -734.8) Volume Invert #IA 183.50' #2A 184.00' A vail.Storage Storage Description 0.015 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0"10 Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size: 58.4"W x 34.0''8 => 9.81 sfx 7.60'L = 74.6 ef Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Cbamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr ExfJltration over Surface area t..iscarded OutFlow Max=O.l4 cfs@ 11.75 hrs HW=183.57' (Free Discharge) l=ExfJltration (Exfiltration Controls 0.14 efs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type 1fI 24-hr 25-Year Event Rainfall=5.25" Printed 121 14/20 I 0 Page 35 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChamber Effective Size= 58.4"W x 34.0"H => 9.8 1 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChambersIRow x 7.60' Long = 38.00' + 12.0" End Stone x 2 = 40.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers x 74.6 cf= 1,118.5 cfChamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + CharnberStorage = 1,776.1 cf=O.041 af I 5 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 12114/2010 Page 36 HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment IS: Subcatchment 2S: Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach TOuting by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Runoff Area=7,258 sf 100.00"10 Impervious RunoffDepth>5.78" Tc=6.0 min CN:098 Runoff= 1.04 efs 0.080 af RWlOff Area=13,727 sf 94.56% Impervious RunoffDepth>5.54" Tc=6.0 min CN:095 RunofF1.93 efs 0.146 af Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.75" Flow Length=395' Tc=19.1 min CN=43 Runoff=O.38 efs 0.054 af Pond 4P: PCB-2 Peak Elev=174.95' Inflow=1.93 efs 0.146 af 12.0" ROWld Culvert n=O.013 L=20.0' S=O.OI00 'f Outflow=1.93 cfs 0.146 af Pond SP: Subsurface II Peak Elev=3.33' Stornge=O.051 af Inflow=1.93 efs 0.146 af Outflow=O.20 efs 0.146 af Pond 6P: PCB-l Peak EIev=186.06' Inflow=l.04 efs 0.080 af 12.0" Round Culvert n=O.013 L=34.0' S=O.OIOO 'f Outflow=l.04 efs 0.080 af Pond 7P: Subsurface I Peak Elev=185.61' Stornge=O.025 af Inflow=l.04 efs 0.080 af Outflow=O.14 em 0.080 af Total RunolJ Area = 1.344 ac Runoff Volume = 0.280 af Average RunolJDepth = 2.50" 65.44% Pervious = 0.880 ac 34.56% Impervious = 0.465 ac I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.1 0 sin 04155 © 20 to HydroCAD Software Solutions LLC Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 37 Summary for SUbcatchment IS: Runoff = 1.04 efs @ 12.09 hrs, Volume= 0.080 af, Depth> 5.78" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr toO-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 7,258 7,258 Length (feet) CN Description 98 Paved parking, HSG A 100.00"10 Impervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9,\0 sin 04155 ©2010 HydroCAD Software Solutions LLC Type III 24-hr lOO-Year Event Rainjall=6,50" Printed 1211412010 Page 38 Summary for Subcatchment 2S: Runoff = 1.93 cfs @ 12.09 hrs, Volume= 0.146 af, Depth> 5,54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type I1124-hr lOO-Year Event Rainfall=6.50" Area(st) CN Description 2,773 98 Roofs,HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A \3,727 95 Weighted Average 747 5.44% PelVious Area 12,980 94.56% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlftl (ftlsecl (efs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 39 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.38 cfs @ 12.40 hn;, Volume= 0.054 at; Depth> 0.75" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 100-Year Event Rainfall=6.50" Area(sQ CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense IF 0.240 P2= 3.00" 1.2 200 0.1550 2.76 ShaDow Concentrated Flow, Short Grnss Pasture Kv= 7.0 iPs 0.6 45 0.0667 1.29 ShaDow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 40 Prepared by T Reynolds Engineering HydroCA0®9.1O sin 04155 ©2010HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PC8-2 0.315 ac, 94.56% Impervious, Inflow Depth> 5.54" for 1000Year Event event 1.93 efs @ 12.09 00, Volwne= 0.146 af 1.93 efs @ 12.09 00, Volume= 0.146 at; Atten= 0%, Lag= 0.0 min 1.93 efs @ 12.0900, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 174.95' @ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 lnIetl Outlet Invert= 174.10' 1173.90' S=O.OIOO'!, Cc=0.900 n= 0.013 Conugated PE, smooth interior e,ary OutFlow Max=1.88 efs@ 12.09 hrs HW=\74.94' TW=1.53' (Dynamic Tailwater) l=Culvert (Barrel Controls 1.88 efs @ 3.61 fps) I I I I I I I I I I I I Post Development Type III 24-hr JOO-Year Event Rainjali=6.50" Printed 12/1412010 Page 41 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Discarded = Summary for Pond SP: Subsurface II 0.315ac, 94.56%hnpervious, Inflow Depth > 5.54" for lOO-YearEventevent 1.93 cfs @ 12.09 hrs, Volume= 0,\46 af 0.20 cfs @ 11.60 hrs, Volume= 0.146 af, Atten= 90%, Lag= 0.0 min 0.20 cfs @ 11.60 hrs, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.33'@ 12.82 hrs Surf.Area= 0.024 ac Storage= 0.051 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time= 79.4 min (820.6 -741.2) Volume Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' Avail.Storage Storage Description O.oI8 af 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded = 0.044 af x 40.0% Voids 0.027 af Cultec R-V8HD x 18 Inside #1 Effective Size= 55.2''W x 32.0"H => 8.68 sfx 7.SOL = 65.\ cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 0.005 af 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afEmbedded = 0.01l af x 40.0"10 Voids 0.005 af Cultec R-V8H1hSE x 6 Inside #3 Effective Size= 55.2''W x 32.0"H => 8.68 six 4.58'L = 39.8 cf Overall Size= 6O.0"W x 32.0"H x 5.0S'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' 8.270 inlhr ExflltratioD over Surface area I ~rded OutFlow Max=020 cIS @ 11.60 hrs HW=O.04' (Free Dischaxge) l=ExfdtratioD (Ex filtration Controls 0.20 cIS) I I I I I I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAOO 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type !lI 24-hr I DO-Year Event Rainfall=6.50" Printed 1211 4/2010 Page 42 Pond SP: Subsurface U -Chamber Wizard Field A Chamber Model = Cultec R-VSHD Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65 .1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 ChambersIRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambersx65.1 cf= 1,171.3 cfChamberStorage 3,102.0 cfField - 1,171.3 cfChambers = 1,930.7 cfStone x 40.0% Voids = 772.3 cfStone Storage Stone + Chamber Storage = 1,943.6 cf= 0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IOO-Year Event Rainfall=6.50" Printed 121 I 4120 I 0 Page 43 Pond SP: Subsurface II -Chamber Wizard Field B Chamber Model = Cultec R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sf x 4.58'L = 39.8 cf Overall Size= 6O.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 ChambersIRow x 4.58' Long = 9. 17' + 12.0" End Stone x 2 = I 1.17' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfChambers = 498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438.0 cf= 0.0 10 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type IIl24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 44 Prepared by T Reynolds Engineering HydroCAD® 9.1 0 sin 04155 © 20 10 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ac, I 00.00% Irnpervious, InfIowDepth > 5.78" for lOO-YearEventevent 1.04 cfs @ 12.09 hrs, Vo1wne= 0.080 af 1.04 cfs @ 12.09 hrs, Volwne= 0.080 at; Atten= 0"10, Lag= 0.0 min 1.04 cfs @ 12.09 hrs, Volwne= 0.080 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak. Elev= 186.06' @ 12.09 hrs Flood Elev= 189.50' Device Routing It 1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet! Outlet Invert= 185.50' /185.16' S=0.0100 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~ary OutFlow Max= l.0! cfs @ 12.09 hrs HW= 186.05' TW= 184.63' (Dynamic Tailwater) l=Culvert (Barrel Controls l.01 cfs@3.32 fps) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr JOO-Year Event Rainfall=6.50" Printed 12114/2010 Page 45 Summary for Pond 7P: Subsurface I 0.167ac,100.00%lrnpervious,1nflowDepth> 5.78" for 100-YearEventevent 1nflow Area = 1nflow Outflow = Discarded = 1.04 cfs@ 12.09 hrs, Volume= 0.080 af 0.14 cfs@ 11.70 hrs, Volume= 0.080 af, Atten= 87%, Lag= 0.0 min 0.14cfs@ 11.70hrs, Volume= 0.080af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.61' @ 12.62 hrs Surf.Area= 0.017 ac Storage= 0.025 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time= 48.8 min ( 782.6 -733.8 ) Volume Invert #IA 183.50' #2A 184.00' Avail.Storage Storage Description 0.015 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.Q38 af x 40.0% Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'1. = 74.6 cf Overall Size= 6O.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr Exf'Iltration over Surface area ~cardedOutFlow Max=O.l4c1i;@11.70hrs HW=183.57' (FreeDischarge) l=ExfIltration (Exfiltration Controls 0.14 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 100-Year Event Rainfall=6.50" Printed 1211412010 Page 46 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChamber Effective Size: 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf OveraU Size: 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChamberslRow" 7.60' Long = 38.00' + 12.0" End Stone" 2 = 40.00' Base Length 3 Rows" 60.0" Wide + 6.0" Spacing" 2 + I 2.0" Side Stone " 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers" 74.6 cf= 1,118.5 cfCbamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone" 40.0% Voids = 657.6 cfStone Storage Stone + Charnber Stornge= 1,776.\ cf=0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I ApPENDIX I SITE PLAN ApPROVAL PLAN SET BY R LEVESQUE ASSOCIATES, INC. DATED DECEMBER 28, 2010