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8444_SITE PLAN MILLENIUM PRESS SILVER STREET M � IlenI u n�, a Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 z� Tel. 413-786-0400 Fax 413-786-9927 o - � r- n co � � nz 1� November 7, 2006 co 3 M James E. Sullivan o - Millenium Press CA 570 Silver Street `a Sp Agawam, MA 01001 Dear Mr. Sullivan: At its duly called meeting held on November 2,2006,the Agawam Planning Board voted to approve the Site Plan entitled"570 Silver Street-Site Plan"prepared by Forish Construction Company, Inc., and dated August 15, 2006, revised October 19, 2006 with the condition that the comments contained in the Engineering Department memo dated November 1, 2006 and attached must be addressed. To date, the Planning Board has not received comments from the Fire Department. It is the applicant's responsibility to ensure they have no comments on the site plan. Three(3)copies of the revised plans must be submitted to the Planning Board for their signatures. If you have any questions, please contact the Planning Office at 786-0400,extension 283. Sincerely, Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk Mayor Fire Forish Building Engineering 11/01/2006 1746 FAX 41384031 � �j04�l003 IF TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam MA 01001 Tel (413) 821-0600 Fax (413) 821-0631 �1a John P. Stone-- Superintendent MEMORANDUM A.NDUM To: Planning Board From: Engineering Division CC: Kyle Savage,Forish Construction Date: November 1, 2006 Subject: SP 491 M ilen ium Press—570 Silver Street We have performed our review of the site plan entitled, "Plan of Land in the City of Agawam, Massachusetts; Hampden County — Prepared for: Forish Constmction Company, INC,; Durkee, Whitee, Towne and Chapdelaine; Civil Engineers and Land Surveyors; 356 Front Street; Chicopee, Massachusetts— 01013; Phone (413) 592-5164; Date: 08/15/2006, Revised 1 0/1 912 0 0 6.", and we have the following comments: Drainage Comments: L. The applicant needs to subrrait a complete stormwater management plan as outlined in the new storm drainage ordinance. A copy of the code changes oan be obtained from Engineering upon request. 2. The site plan is required to be stamped by a PE because of the proposed drainage shown on it; this is entailed in the storrnwater management plan- 3. The applicant has resubmitted drainage calculations in two different formats, one appears to be'based on TR-55 and the other is HydroCAD. One of the primary discrepancies betweetl,the calculations is that the areas given for the ,pre and post construction differ. Also, the pre construction calculations do not seem to account for the existing swale which actually functions as a pond due to the presence of the outlet pipe. 4. Engineering recommends that the applicant consider installing a detention pond by :reworking the existing outlet and installing an outlet control structure. The proposed retention pond with.infiltrator cell will require a substantiai amount of maintenance in order to maintain its functionality. 5. Engineering recommends that an emergency spillway be installed;please note that it is recommended to have 1 foot of freeboard between the 100 year flood elevation and the emergency spillway invert. 6. The applicant.is proposing installing a leaching cell at the bottom of the proposed detention pond_ In order to take credit for subsurface detention and infiltration rates the 12PW Palk - Private Site Drainage esi Guidelines: Subsurface Systems, shall be followed. The guidelines include but are aot exclusive to the following: a. A test pit needs to be dug at the location of the drywellldetention pond in order to determine annual mean high ground water table. b. A percolation test is also required at the proposed location of the drywell so that the percolation rate of the soil in that location can be calculated; the design percolation rate is to 35% the percolation zate determined from the test. Engineering will need to be on-site when this rest is performed. 7. The applicant should place additional rip-rap around the existing outlet. 8. Engineering recommends installing a trash racks on all pipe inlets. 11/01/2006 17 :06 FAX 413431 Jj003/003 r 9. The proposed xe-grading of the entrance driveway will require additional erosion and sedimentation controls,please show these on the platy as appropriate. General Comments: 10. When the driveway is removed it should be saw cut at Silver Street. 11. The wheel chair ramp detail should show concrete instead of landscaped area or the parking area around the side flares. 12. Please show the proposed spot grades at the parking Iot comers on the plan. B. The existing conditions sheet included in the latest submitW appears to be missing some line work that was included on the last submittal. The area in question is the front of the existing building and the parking stalls. 14. The re-grading of the driveway will result in loss of cover over the RCP culvert, it appears to have only half a foot of cover; please confirm the amount of cover and that the existing culvert will be capable of withstanding the new loading. 15. The proposed and existing contours' line types should be consistent throughout the plan set- j 1 Engineeriang reserves the right to comment fWher, if you have any questions or comments, please do not hesitate to co thus division. Sincerely 0 JAi 1JecW,/E.I.T. Michael C. Chase E.I.T. ivil Engineer 1 lriterim Town Engineer i t;19DM91 m314ndWn Proii M ep M*mc 1,dve I V- 11/01/2006 1V 06 FAX 4138210631 9 00.2/003 TOWN OF AOAWAM .Department of Public Words 1000 Suffield Street Agawam MA 01001 Tel (413) 821-0600 - Fax (413) 821-0631 p M* John P. Stone--Superintendent N1EMORANDUM To: Planning Board From: Engineering Division CC: Kyle Savage,Forish Construction Date: November 1,2006 Subject: SP 491 Millennium Press— 570 Silver Street We have performed our review of the site plan entitled, "Plan of Land in the City of Agawam, Massachusetts; Hampden County — Prepared for: Forish Const mction Company, LVC,; Durkee, Whitee, Towne and Chapdelaine; Civil Engineers and Land Surveyors; 356 Front Street; Chicopee, Massachusetts — 01013; Phone (413) 592-5164; Date: 08115/2006, Revised 10/19f2006.", and we have the following comments: I mina a Comments: 1. The applicant needs to submit a complete stormwater numagement plan as outlined in the mew storm drainage ordinance.A copy of the code-changes can be obtained from Engineering upon request. 2- The site plan is required to be stamped by a PE because of the proposed drainage shown on it; this is entailed in the storrnwater management plan. 3- The applicant has resubmitted drainage calculations in two different formats, one appears to be'based on TR-55 and the other is HydroCAD- One of the primary discrepancies between the calculations is that the areas given for the pre and post construction differ. Also, the pre construction calculations do not seem to account for the existing swale which actually functions as a pond due to the presence of the outlet pipe. 4. Enginemi.ng recommends that the applicant consider installing a detention pond by reworking the existing outlet and installing an outlet control structure. The proposed retention pond with infiltrator cell will require a substantial amount of maintenance in order to maintain its functionality. 5. Engineering recommends that an emergency spillway be installed; please note that it is recommended to have 1 foot of freeboard between the 100 year flood elevation and the caaergency spillway invert. 6. The applicant.is proposing installing a leaching cell at the bottom of the proposed detention pond. In order to take credit for subsurface detention and infiltration rates the PEW Polic Primate Site Drainage =pesi , Guidelines:__Subsurface Systems shall be followed. The guidelxmes include but are not exclusive to the following: a, A test pit needs to be dug at the location of the drywell/detention pond in order to determine annual mean high ground water table. b. A percolation test is also required at the proposed location of the dMvcll so that the percolation rate of the soil in that location can be calculated; the design percolation rate is to 350/c the percolation rate determined from the test. Engineering will need to be on-site when this test is performed. 7. The applicant should place additional rip-rap around the existing outlet. S. Engineering recommends installing a trasb racks on all pipe inlets. 1110112006 17:06 FAX 4138210531 Id 003/003 9. The proposed re-grading of the entrance driveway will require additionaI erosion and sedimentation I controls,please show these on the plan as appropriate. General Comments: 10. When the driveway is removed it should be saw cut at Silver Street. 11. The wheel chair ramp detail should show concrete instead of landscaped area or the parking area around the side flares. 12. Please slow the proposed spot grades at the parking lot corners on the plan. 13. The existing conditions sheet included in the latest submittal appears to be missing some line work that was included on the last submittal. The area in question is the front of the existing building and the parking stalls. 14_ The re-grading of the driveway will result in loss of cover over the RCP culvert, it appears to have only half a foot of cover; please confirm the amount of cover and that the existing culvert will be capable of withstanding the new loading. 15. The proposed and existing contours' line types should be consistent throughout the plan set. � I Engineering reserves the right to wmment further. If you have any questions or comments, please do not hesitate to co this division. iyl'lI]CeIel}► f 70 ec , E.I.T. Michael C. Chase E.I.T. ivil Engineer I Interim Town Engineer r4p%491 rmHNmikm Mwl 570 slhwWom 3:6oc I Memo To: Planning Board From: Sgt. R.Niles, Safety Officer Subject: Site Plan—Millenium Press— Silver Street Date: 10/23/2006 Based upon information provided, this project would have little negative impact on pedestrian,bicycle, and or motor vehicle traffic safety. Respectfully Submitted zt Niles Oct. 24. 2006 3: 14PV 795B P. 1/7 FORISH CONSTRUCTION COMPANY, INC. rAx C VER SHEET 21 Mainline Drive P.O. Box 358 Westfield, MA 01086 Date 10124M6 N=bcr of Pages Cove+ Tel: (413) 568-8624 Aneahon Fax: (413)562-7136 RE' TO: Agawarn Planning Dept. X(Meauium Press 570 Silver street Tel. 413.786.0400 Fax: 413.786.9927 WE ARE SENDING YOU CAttached C Under separate cotter via_ _ �the following ib ms: p Shop drawings q Prints D Plans 0 Samples Specifications D Copy of letter C Change order ❑Schedule Copies Date No. Descri ion THESE ARE TRANSMITTED as Checked below; ❑ For approval 0 Approved as submitted ❑Resubmit copies for approval X For your use 0 Approved as noted D Submit copies for distribution 0 As requested 0 Returned for corrections 0 Return corrected prints, Q For review and comment 0 FOR BIDS DUE REMARKS: Please find the enclosed parking requirements for Millennium Press. Gall with questions. ti Thank you Kyle Savage i COPY TO SIGNED: _ Forish Construction Company, Inc. Oct. 24. 2006 3: 14PM Ala. ]958 P. 2/2 Millennium Press 570 Silver Street Agawam, MA • Parking Review o Existing Employees: 20 ■ Required Parking = 14 Spaces a Future Employees: 20 Existing + 5 New=25 Employees Required Parking = 17 Spaces o Spaces Provided: 36 Regular+ 2 Handicap 10/17/2006 15 :46 FAX 413B210831 IZO02/003 TOWN OF AGAWAM Department of.public Works ''` 1000 Suffield Street • Agawam MA 01001 f60, Tel (413) 821-0600 Fax (413) 821-0631 w M John P. Stone--Superintendent MEMORANDUM To: Planning Board From: Engineering Division CC: Kyle Savage, Forish Construction Date: October 17,2006 Subject: SP 491 Millennium Press—57D Silver Street We have performed our review of the site plan entitled, "Plan of Land in the City of Agawam, Massachusetts; Hampden County—Prepared for: Forish Construction Company, INC,; Durkee, Whitee, Towne and Chapdelaine; Civil Engineers and Land Surveyors; 356 Front Street; Chicopee, Massachusetts—0 10 13; Phone (413) 592-5164; Date: 08/15/2006.", and we have the following comments: I. Add a note to call the Engineering at (413) 821-0628 for inspection at least 24 hours before backfilling any water, sewer or drain lines or their appurtenances. 2_ Please clarify on the plan,what the intended use for the 4' wide stone landscaped area located in front of the new addition. If this area is intended to be used as a sidewalk, then wheel chair ramps will need to be provided at the and of each handicapped space access aisle. 3. Specify the locatiow of the proposed wheel chair ramps on the plan,. 4. Please specify one haadicapped parking space as van accessible. Show proposed signage as appropriate. 5. It is recommended that the proposed thickness of the pavement in the new parking area needs to be added to the plans. 6. Engineering is awaiting revised drainage calculations from the applicant; the revised drainage calculations must address comments 7 &,8 below before they will be reviewed. 7. The project site is required to comply with the new Town Code stormwater ordinance. The following are selected ordinance requirements,the remaining requirements outlined in the ordinance still apply: a. Erosion and sedimentation controls on the plan w/appropriate details. b. Submittal of DPW Storm Drain Permit. c_ Drainage calculations stamped by a professional engineer. d. An emergency spillway; please note that it is recommended to have 1 foot of freeboard between the 100 year flood elevation and the spillway invert. 8_ The applicant is proposing installing a leaching cell at the bottom of the proposed detention pond. In order to take credit for subsurface detention the DPW Policy: Private Site Drainage—Design Guidelines: Subsurface Systems shall be followed. The guidelines include but are not exclusive to the following; a. A test pit needs to be performed at the location of the drywell/detention pond to determine annual mean high ground water table. b. A percolation test is also required at the proposed location of the dry-well to detemaine the percolation rate of the soil is that location,the design percolation rate is to 35%the percolation rate determined from the test. 9. Engineering recommends installing a trash racks on all pipe inlets. 10/17/2008 15:48 FAX 413B210631 003/003 10. Engineering requests the applicant submit a courtesy copy of their NPDES permit application. Engineering reserves the right to comment further. If you have any questions or comments, please do not hesitate to contact this division. Sincerely, w Decker, Michael C_ Chase E.I.T. Civil Engineer I Interim Town Engineer alto P I mJUWhIti pros6 57n oJKwV*w L d x 0 • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: October 10, 2006 DATE RECEIVED: October 4, 2006 DISTRIBUTION DATE: October 4,k 2006 PLANNING BOARD MEETING DATE: October 19, 2006 APPLICANT INFORMATION 1. Name of Business: Millenium Press Address: 570 Silver Street, Agawam, MA 01001 2. Owner: James E. Sullivan and Kelly A. Sullivan Address: Same Telephone: 821-0028 Fax: 789-4644 3. Engineer: Siegfried Porth/Ed Chapdelaine Address: P.O. Box 358, Westfield, MA 01086 Telephone: 568-8624 Fax: 562-7136 PLAN REVIEW Scale: 1" = 20' Date: August 15, 2006 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O. K. Description of Project: Proposed two story pre-engineered metal building addition to an existing printing business. The size of the proposed addition must be provided. Site Plan Review Page 2 Description of Site: Site of the proposed addition is an existing parking lot. Provision for Traffic Flow: Unchanged. Parking: Parking area to be enlarged and five (5) new spaces provided. The total number of parking spaces is based upon the number of existing and proposed employees. This information must be provided in order to conduct a parking analysis. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: A landscape plan indicating location, species and size must be submitted. The following landscape note shall 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: Unchanged, Exterior Lighting: Not provided. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: Dumpsters must be fenced, screened and gated. Other Comments or Concerns: Print Page 1 of 1 41 r �{ f t l 'W + x Interactive Map Parcel ID: H7 2 2 p 239 478 Owner: SULLIVAN JAMES E Dace: Parcel Address: 570 SILVER ST Scale: 1"=239' (1:2871) 10/10/06 http://frosting.tighebond.com/agawam/print.aspx?maptype=5&image=http%3 a%2f`/o2 fpr... 10/10/2006 � a "MILLENNIUM PRESS" 570 SILVER STREET AGAWAM, MASSACHUSETTS PREPARED FOR; FORISH CONSTRUCTION COMPANY, INC. MAINLINE DRIVE, P.O. BOX 368 WESTFIELD, MASSACHUSETTS 01086 PHONE (413) 568-86241 FAX (413) 562-7136 STORM WATER CALCULATIONS FROM THE OFFICE OF - DURKEE, WHITE, TOWNE AND CHAPDELAINE 356 FRONT STREET CHICOPEE, MASSACHUSETTS - 01013 PHONE (413) 592-5164 ;;;:,. EVVED Cis 3 0 4 2006 AUGUST 15, 2006 pLANNgjlG BOARD 1 .r PRE-DEVELOPMENT: <X�\ � f � � r DWNERS CF REDMO- JAM&S E, SUUJVAN k KELLY A. SULLIVM \ / DEED 9527g., PAGE 212. \ ; TAX MAP Zia 32. 9LOL'JL 2. PAFCEL 7 APPLAf.#M W S T � / / cwa'<m■� r ov ws� PE wc s w a• anb-M SA T AGA A. AA wia Immm aa � ®wnasn�+ea aiu�as� 'm Mir I%ww w pu av a% S LVER TR-PI�Ay or ■ F FOVW C00MCMW GUMMY AM M'S JM �� /�' �a�ilQlOf�Wmlf7-SI�fN� Kom WALL f"-SE' 126-0605 Figure 1 — Existing Site Plan 570 Silver Street, by DWTC;file No. 126-0606. 2 POST - DEVELOPMENT: + + + t + + + .%+ �, + f t+ + + + ++ +, . '+fir f + + + + f + , + + + + + OWNERS OF RECORD — � * + + / JA ES.E. SULLIVAN de + TELLY P.SULLIVAN + GEED 021, PAX 2UL (� + PLAN 2K PAGE SZ C J TAX NAP No.H-7 � + + + Ile ROCK 2,PARCEL 2. APPLCAY11_E791Ud + + WY OF-LAM PRESS r' ax ru 6RA 570 SILVER UREET •l+ � + l �+. d � x w w +. ■ u..�n hGAWA4G NIA • mir + f o-.w.war a x. ox r ayeaw + + �• anf ■ x inr r eu — ;-u.w�sr ,r s — ENS TING 9ATE PLAN • + r F IN THE G[Tf aP MAUL*1 + �� A6A1►LY MAS3&ii"- 2lUSm .us®r lnnoe W rm.m m fL1'kAJ LmdY1RX7Cd CWFAN7,Iw fcvmyura data . + / pjp° o+� eo►ow.ama Figure 2 - Proposed Site Plan 570 Silver Street, drawing by DWTC, File No. 126-0606. 3 a , SOIL MAP: GARDEN STREET �:- y,• .,� it.ry, -.h Yx -x'�� a ,-`fi`, S k LOCUS '$ r a' Y SILVER STREET r i 'p { Massachusetts!Central Part (issued May 1978) Sheet No_ 38. SOIL TYPE = MeA — Merrimac SOIL GROUP (MeA) = A HIGH WATER TABLE = > 6' PERMEABILITY = 6.0 to 20 in/hr @ 26 inches to 60 inches 4 u.S.G.S. MAP: LOCUS 8 J Ea . '' ',.i W � l t � 7 i wam .•' irpo - r .. � ( ,yam _ 'Y• S " y Figure 4 — U.S.G.S. Quad Sheet 5 - S•la.. t fr F. Pre Existing Drainage Diagram for Mitlen:am Pre J FHY0Prepared by{enter your company name here} 9/28/2006 7,10 sin 004057 0 2005 HydroCAD Software Solutions LLC Millenium Pre Type 1I124-hr 2 Year Rainfall=3.00" Prepared by {enter your company name here) Page 2 HydroCADO 7.10 s/n 004057 ©2005 HydroCAD Software Solutions LLC 9/28/2006 Time span=5.00-20.00 hrs, dt-0.05 hrs, 301 paints Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-lnd+Trans method - Pond routing by Stor-Ind method Subcatchment 'IS: Pre Existing Runoff Area=42,905 sf Runoff Depth>0,56" Flow Length=390' Tc=18.6 min CN=68 Runoff=0.41 cfs 1,988 cf Total Runoff Area=42,905 sf Runoff Volume= 1,988 cf Average Runoff Depth =0.56" Millenium Pre Type 11124-hr2 Year Rainfall=3.00" Prepared by{enter your company name here] Page 3 HydroCADO 7.10 sin 004057 02005 HydroCAD Software Solutions LLC - - 2/28/2006 Subcatchment 1 S: Pre Existing Runoff - 0.41 cfs @a 12.31 hrs, Volume= 1,988 cf, Depths 0.56" Runoff by SCS TR-20 method, UH=SCS, Time Shan=5.00-20.00 hrs, df=0.05 hrs Type 111 24-hr 2 Year Rainfall=3.001' Area (sa ^CN Description 5,280 98 15,625 98 22,000 39 42,905 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Cft/fty (ftlsec) (cfs) 0.9 50 0.0100 0.9 Sheet Flow, roof Smooth surfaces n= 0.011 P2= 3.05" 1.6 120 0.0150 1.2 Sheet Flow, Parking Smooth surfaces n-0.011 P2=3-W 9.4 80 0.0150 0.1 Sheet Flow,Grass Grass. Short n=0.150 P2= 3.05" 6.7 140 0.0050 0.3 4.53 Channel Flow, Swale Area= 13.0 sf Perim= 18.3' r-0.71' n= 0.240 18.6 390 Total Subcatchment 1S: Pre Existing Hydrograph -------------, ______ ,._ ____ ___ ___.._ ...--+ Runoff 0.44 --- - '---- ---_ ---5--- - ---'- -- Q.42 ___,____ ___3-___,---_k __i__-. '7ype lit-24 hr-2-Year-- Q.4 ---- --- - -r--- r`-- ---T - -� -- 4-3� -- ---' ---- ---�--- --- _ - - ----=------------- --RaIfijfalt=3 py¢ ___ 1__ _ --------- 0. _�__ : T o #- rea 0.2 Q- .._- _._-___ ____I __ 0.24 ___ ,- __ __,___ ___ unc>~fl'Dlfha.5 " w Q.2 --- '---- ----r----r--------'-- ---- ---F -a]NLP. I4t�=-3MO' 0.18 ____I__ 1 ---,.-_-_{-___J___ a _ �t -1----_-- _ _- i k i i I ¢ 0.12 --- ;--- - ---1 ----- -- ---- ' - - - - ---' -- --- - -- o.1 -- -- --- ---- --- -- +_-_ _-- --- 4.05 ---'1--- - ---r -- -- -- - -`- --�--- ---- 5 6 7 8 e 10 11 12 13 14 15 16 17 18 19 20 -Clime (hours) ! 1 1Vlillenium Pre Type ///24-hr 2 Year Rainfall=3.00" Prepared by{enter your company name here} Page 3 H droCAD®7.10 s/n 004057 c0 2005 H droCAD Software Solutions LLC 9/2812006 Subcatchment M Pre Existing Runoff = 0.41 efs @ 12.31 hrs, Volume= 1,988 cf, Depths 0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type ill 24-hr 2 Year Rainfall=3.00" Area(§n GN Description 5,280 98 :.. 15,625 98 22,000 39 42,905 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) ffe_e)- _Lftfft) (fttsec) -- �cfs) _ - 0.9 50 0.0100 0.9 Sheet Flow, roof Smooth surfaces n= 0.011 P2= 3.05" 1.6 120 0.0150 1.2 Sheet Flaw, Parking Smooth surfaces n=0.011 P2= 3.W' 9.4 80 0.0150 0.1 Sheet Flow, Grass Grass: Short n= 0.150 P2=3,05" 6.7 140 0-0050 0.3 4,53 Channel Flow, Swale Area= 13.0 sf Perim= 18.3' r- 0.71' n= 0.240 18.6 390 Total Subcatchment 1S: Pre Existing Hydrograph --- ' _ I o.44 ---- _ - --'---- ----s---- - '-- J- -_ ...--------'--- --- 0.42 --- --- - ------ --- ----r- -- +---- ----- + -'---- 0.4 -- --- - -- ' _ -- t -- - `Type.11f 24-hr-2erar - 0. ll 0.36 --- --- - ------�---- _---- --- - ___-1____ - --- --- -- - 0.3q _-___-----L_-_�__-_____ _�__ L -_- _ v.�2 - _; - ----_---- -'°--- _ --,---F;W6 #fArea;A 05sf__ 0.3 ---- -- -- -- '---- ` -- m" --'-- - 0.28 y 0sr4 ----=----R----f----=----=---- --- -3---- 0. LPbg Cx=M)_ !- 1� 0,16, --------- __ _--_ 0.14 -- - - - - - --- -- 1 - -- - - _ --- --- I - -- ' ___-__-- '-«__1 --------- _1___ --_,____ 0.0 ____�__ z_ - __.__--_- _-_ - _ ____, _-__. - n^M 0.04 __ _______ _ E __-' __-___-_ I 1 f 0.0 5 6 7 8 $ 10 11 12 13 14 is 16 17 18 19 20 Time (hours) Miilenium Pre Type //I 24-hr 10 Year Rainfafl=4.60" Prepared by{eater your company name here) Page 4 HydroCAD®7.10 sin 004057 ©2005 HydroCAD Software Solutions LLC 9128/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: Pre Existing Runoff Area=42,905sf Runoff Depth>1.46" Flow Length=390' Tc=18.6 min CN=68 Runoff--1.22 cfs 5,206 cf Total Runoff Area= 42,905 sf Runoff Volume=5,206 cf Average Runoff Depth = 1.46" 1 , Millenium Pre Type /ff 24-hr 10 Year Rainfafl=4.60" Prepared by{enter your company name here} Page 5 HydroCAD®7.10 sin 004057 Q 2005 HydroCA❑Software Solutions LLC 9/28/2006 Subcatchment 1S: Pre Existing Runoff - 1.22 cfs @ 12.27 hrs, Volume= 5,206 cf, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt~ 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60" Area (sf) CN T Descrt ion _ 5,280 98 15,625 98 22,000 _39 _ 42,905 68 Weighted Average ! — Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) cfs) — 0.9 50 0,0100 0.9 Sheet Flow, goof Smooth surfaces n= 0.011 P2= 3.05" 1.6 120 0.0160 1.2 Sheet Flow, Parking Smooth surfaces n= 0.011 P2= 3.06" 9.4 80 0.0150 0.1 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.05" 6.7 140 0-0050 0.3 4.53 Channel Flow, Swale Area= 13.0 sf Perim= 18.3' r 0.71' n=0240 18.6 390 Total Subcatchment 1S: Pre Existing Hydrograph 1 F I Type 111 �24-hr 16 Year e I I ----.------------------- ----. ---- 1 , I j ! FRunoff Area 142,�06sf F i Runoff`Voliume=6{'206�cf I I Runoff depth�l.46" ' F Flow Length=390' T6=186 n�in CN=68 I I 1 5 6 7 a 9 10 11 12 13 14 15 16 17 16 i9 2a Time (hours) Millenium Pre Type Ill 24-hr 25 Year Rainfall=3.00" Prepared by{enter your company name here} Page 5 HydroCADO 7.10 sln 004057 0 2005 HydroCAD Software Solutions LLC 9/28/2006 Time span=5.00(2O.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatehment IS: Pre Existing Runoff Area=42,905 sf Runoff Depth>0.W' Flow Length=390' Tc=18.6 min CN=68 Runoff--0.41 cfs 1,988 cf Total Runoff Area=42,905 sf Runoff Volume=1,988 cf Average Runoff Depth=0.56" Illiillenium Pre Type 11124-hr 25 Year Rainfall=3.00" Prepared by {enter your company name here} Page 7 HydroCAD®7.10 s1n 004057 ©2005 HydroCAD Software Solutions t_LC 9/2812006 Subcatchment IS: Pre Existing Runoff = 0.41 efs @7u 12.31 hrs, Volume= 1,988 cf, Depth> 0.56" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=3.00" Areas CN Description 5,280 98 15,625 98 22,000 39 42,905 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) __ (feet) (ftlft) _ (ftfseq) (cfs) - 0.9 50 0.0100 0.9 Sheet Flow, roof Smooth surfaces n= 0.011 P2= 3.05" 1.6 120 0.0150 1.2 Sheet Flow, Parking Smooth surfaces n= 0.011 P2= 3.05" 9.4 80 0.0150 0.1 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.05" 6.7 140 0.0050 0.3 4.53 Channel Flow, Swale Area= 13.0 sf Perim= 18.3` r-0.71' n=0.240 18.6 390 Total Subcatchment IS: Pre Existing Hydrograph 0.44 � ! I - °04 --- ;. ------------- I---- -- - ---Type-1[-[-2a4-hr2&Year- 0.38 0.3& ----- -- --- ----------.----�--- 0-3 ----3---- '----` --------- -- 1 --- ti - -- -=- ;( -- 0.28 `--------- -- ----- -----= - -'Ru �}LF o�um � L � '_c _ oo 0.2s -------- - - --- -- -�-- - - - ! - 0.2�3 ---'---- -- -_� -- -,----;--- -----runoff Dbpffi .561-- c 0.22 ______._ D.2 ----;--- ---- -- ---- -- F -- rs -;---- _rvFCciaivLeralg>� i= "-_ I =18 Amin_ 0.14 -- ' ---} ----- -- - --- ------- - Q 6 - 0.12 -- ,---------; ------ -- ---- ------ - ------- - 0-1 ----'----_---- ---- ---- 1-- =----= -- -- ---1----�--- 0.0 ------- --- - ----------- -- - - -- --- ---..�w_ -z -r 0.04 ---l---- - -- --- ------- --- --- - - 0.0 ,- 5 fi 7 8 9 10 11 12 13 14 15 Sfi i7 1B 19 20 Time (hours) Bldg Swale Parking Swale Roof Roof - Parking SUk cat Reach an Ll k Drainage Diagram for Willenium Post Prepared by{enter your company name here} 9/28/2006 HydrflCAM TICI sfn 004057 02005 HydroCAD Software Solutions LLC Millenium Post Type 11124-hr2 Year Rainfall=3.00 Prepared by(enter your company name here} Page 2 HydroCADO 7.10 sIn 004057 ©2005 H droCAD Software Solutions LLC _ 9/28/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment'SS: Roof Runoff Area=29,500 sf Runoff Depth>0.38" Flow Length=425' Tc=12.1 min CN=63 Runoff^-0.18 cfs 0.021 of Subcatchment 3S: Roof-Parking Runoff Area=38,000 sf Runoff Depth>1.04" Flow Length=320' Tc=7.4 min CN=78 Runoff=1.05 cfs 0.075 of Pond 5P: Parking Swale Peak Elev=192,38' Storage=3,823 cf lnflow=1.16 cfs 0.097 of Discarded=0.18 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.009 of Pond SP: Bldg Swale Peak Elev=194.01' Storage=0.000 of Inflow=0.18 cfs 0.021 of Off x 150.0' Culvert Outflow--O.18 cfs 0.021 of Total Runoff Area= 1.560 ac Runoff Volume= 0.097 of Average Runoff Depth =0.75" Millenium Post Type 1If 24-hr 2 Year Ratnfal1=3.00" Prepared by{enter your company name here} Page 3 H droCADO 7.10 sin 004057 ©2005 H droCAD Software Solutions LLC 9f28f2006 Subcatchment IS: Roof Runoff - 0.18 cfs @ 12.24 hrs, Volume= 0.021 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.00" Area Lsf)_ CN Description — 12,000 98 � - - 17,500 39 29,500 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (Cfs)' 1.3 75 0.0100 1.0 Sheet Flow, ROOF Smooth surfaces n= 0.011 P2= 3.05" 10.8 350 0.0060 0.5 Shallow Concentrated Flow, Grass Short Grass Pasture Kv=7.0 fps 12.1 425 Total Subcatchment IS: Roof Hydrograph - ----- - -- 0.Z r : 1 1 ! F F f { 1 1 ! 1 f D.7 --- ' -`y----=---- ------------ -01 ____;____[ 1__2_4_�y_h_-1r- _�D_7 . ---. __—rpCiIfyr1QO - 0.7 --------- --t---- -- --- -- --' ---- - 0.14 ;---_�'._- - __aSainQ,�fil�ea= - 0.12 ' ___-_---a____ ___-' - _K_-- __ - Rraoffo� me=O.fl2't`afi 0.11 ------------- -------- -- -= - -- `-Rdnoff De'pth0.1 30: $"-- /1.�.pp ----j___F� Length=426,_ 0.y,a _ — —.1.I_._______—_-11I— �_ :w_-_ _ _ Lam_ 0.07 ___ __ -------— ---—-- -A--- - _4_—_ VV3 0.0 F r 0.04 0.03 0.02 __ __ s___ L___ 1 ___ -- __ __ V.0 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Millenium Post Type 11124-hr2 Year Rainfall=3.00" Prepared by(enter your company name here} Page 4 H droCADO 7.10 s/n 004057 @ 2005 H droCAD Software Solutions LLC 9/2812006 Subcatchment 3S: Roof- Parking Runoff = 1.05 cfs @ 12.11 hrs, Volume= 0.075 af, Depth> 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5-00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.0071 Area(sf) CN Description 25,000 98 13,000 39 38,000 78 Weighted Average Tc Length Slope Velocity Capacity description (minim_ (feet) (fitlft) (ftfsecj -- (cfs) 0.9 50 0.0100 0.9 Sheet Flow, Roof Smooth surfaces n=0.011 P2=3.05" 2.1 140 0.0100 1.1 Sheet Flow, Parking Smooth surfaces n=0.011 P2= 3.05" 4.4 130 0.0050 0.5 Shallow Concentrated Flow,Grass Short Grass Pasture Kv= 7.0 fps _ 7.4 320 Total - Subcatchment 3S. Roof - Parking Hydrograph I I I • I 1 } rls + J r 1 f I I I I J = 1 --,---- ,--- ,----,_-- ------- TyVe 11U2*-hr-2-Year-- Rainfall;3.00" Runoff AATea 38,b00€sf E Runoff;Vollume=0.075!of I Runoff Depth''1.04,. I E HoW Length=320' _ Tic=74 m i n I j J CNww78 r l I 1 I r k 1 I E I 1 1 I J - 3 - 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 24 Tim (!routs) Millenium Post Type 11124-hr 2 Year Ralnfa11=3.00" Prepared by tenter your company name here) Page 5 HydroCADO 7.10 s/n 004057 Q 2005 HydroCAD Software Solutions LLC 9/28/2006 Pond 5P: Parking Swale Inflow Area = 1.550 ac, Inflow Depth > 0.75" for 2 Year event Inflow = 1.16 cfs @ 12.12 hrs, Volume= 0.097 of Outflow = 0.18 cfs @ 11.80 hrs, Volume= 0.009 af, Atten= 84%, Lag= 0.0 min Discarded = 0.18 afs @ 11.80 hrs, Volume-- 0.009 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 192.38' @ 20.00 hrs Surf.Area= 0 sf Storage= 3,823 cf Plug-Flow detention time= 1.8 min calculated for 0.009 of(9% of inflow) Center-of-Mass det, time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 191.00, 5,851 cf 25.00'W x 80.00'L x 2.00'H Prismatold Z=4.0-Impervious #2 186.40' 202 cf Custom Stage Data Conic Listed below 6,052 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area feet s -ft % cubic-feet cubic-feet s -ft 186.40 133 35.0 0 0 133 187.40 133 35.0 47 47 174 188.40 133 35.0 47 93 215 189.40 133 35.0 47 140 256 190.40 133 35.0 47 186 297 191.40 0 35.0 16 202 431 Device Routing invert Outlet Devices #1 Discarded 0.00' 60.000 inlhr Exfiltration over Surface area - #2 Primary 192.40' 4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2_67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded Outflow Max=0.18 cfs @ 11.80 hrs HW=186_47' (Free Discharge) 't--1=Exfiltrat1on (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=186.40' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) f Millenium Post Type I1124-hr 2 Year Rainfall=3.00" Prepared by{enter your company name here} Page 6 H droCADO 7.10 sln 004057 0 2005 H droCAD Software Solutions LLC 9/28/2006 Pond SP: Parking Swale Hydrograph = f I t ®inflow 0 Outflow Infl w'Are1 a=, .5 0 50 ac ®Pr�`dd f t Primary - --- ---;------------�-- ---_---Peak E'1ev-192.38# 1 I Stora6e=31923 Cf i 1 I O f i 0.16 CjS p� - I I� S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 24 Time (hours) Pond SP: Parking Swale Stage-Discharge ZEN � F 1 Yotai e _ = Discard ed 193 � �- �� __ _____ F�Primary f 3 192 ----------- ------------ ------------ --___ _-_ 191 --- -----_-------€---- ------ ------------------------ m ' I I c1 --- -- -'------------ ---------------- _ -- --- -- 2 b 1 ry16 _____-_--,_- _--___..____ ------------------------------------3------------r------------- f t I E 188 ---_-____F ------------------------- ------------------- --- --- E 187 . 4 1 2 3 4 5 Discharge (cfs) Millenlum Post Type 1f124--hr 2 Year Rainfall=3.00Ee Prepared by(enter your company name here) Page 7 H droCAD®7.10 sin 004057 ®2005 H droCAD Software Solutions LLC 9/28/2006 Pond 5P: Parking Swale Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-tt) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 U Surface Storage 193 I c ' I 1 1 I I i - �••-� i f 1 1 �'i1= 1 I I I 192JL • _ � `� I i ! l J 1 I� I�I 191- ` i i 1{ I 1 i 11 3 I�•YI - t--.� �� f> - 1 • i .._-_._ � 1 1 • - 1 1 1 1 1 1 I I + 1 F l i f 1 i J i F l E--1-4 -t. 4- ate-t-4--f'--K--4, 18 1 ! ! • i __--i --I-_F.L_1__�-...tom !i-_F-i 3l--'---_�_�__� _1.. 1 1 ---- tr 1 I r l 1 I I 1 --I--r" 7"- - �r-'i'-I v ^1-- •r-`r-' z r-r- --r'- r r---- -t-7__T•-'1--'I•- I I I J I ! I F ! ! v i# I I I 187 ` ��arr��e�f�aa 0 1,000 2,000 3,000 4.000 5,000 8,000 Storage(cubic-feet) Millenium Post Type 11124-hr2 Year Rainfall=3.00" Prepared by{enter your company name here) Page 8 HydroCADO 7.10 sin 004057 ©2005 HydroCAD Software Solutions LLC 9/28/2006 Pond 6P: Bldg Swale Inflow Area = 0.677 ac, Inflow Depth > 0.38" for 2 Year event Inflow - 0.18 cfs @ 12.24 hrs, Volume= 0.021 of Outflow = 0.18 cfs @ 12.25 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.7 min Primary = 0.18 cfs @ 12-25 hrs, Volume= 0.021 of Routing by Stor Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 194.01' @ 12.25 hrs Surf.Area=0.023 ac Storage=0.000 of Plug-Flow detention time= 0.5 min calculated for 0.021 of(100% of inflow) Center-of-Mass det. time= 0.4 min (859.7- 859-3) Volume _Invert Avail.Storaga Storage Description - -_ #1 194.00' 0.090 of 10-OO W x 100.WL x 2.00`H Prismatoid Z=4.0 Device Routing Invert Outlet Devices _ #1 Primary 193.00' 6.0" x 150.W long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 192.00' S= 0.0067 'P Cc= 0.900 n= 0.010 Primary OutFlow Max=0.65 cfs @ 12.25 hrs HW=194.01' (Free Discharge) ' -1=Culvert (Barrel Controls 0.65 cfs @ 3.3 fps) Pond 6P: Bldg Swale Hydrograph - __---__ I I S 1 S ! ! 1 --- ,---^r--------T----:----T.. aisd. --r--- ---- ----- ----- -t---,---- I9Pdrnary 0.7 I to �i�-AT A Q �+�}� r,� 0.1 ---------- 1 r - ------- .----r- ----- -- -- _._- 0.17 �- - _ ----1 0-1 ----r--- ----��_------t- - ek- -e -'14.01' L _ 0_14 0-13 _ 6 1 G (011 0.1 ------------- Q Q.Q 0.070.06 f I ! 1 •. ! 1 1 i 1 0.05 -------------- 0.04 - 1 0.03 0.02 5 6 7 8 9 10 11 12 73 14 15 16 17 18 79 20 Time (hours) Milleniurn Post Type 24-hr 2 Year Rainfafl=3.00" Prepared by(enter your company name here) Page 9 HydroCADO 7.10 sIn 004057 0 2005 HydroCAD Software Solubons LLC 9/2812006 Pond 6P: Bldg Swale Stage-Discharge 4! 0 195- Uj 1 1 ....... ..... 194- ...... .. .... ... 0 0.&5, 0','1" '0.15 0.2 0,25 0-3 0.35 DA 0.45 0.5 0.56 0.6' '0'.'7 0.75 0.8 0.85 0.9 0.95 OW'Charge (aft) Pond 6P: Bldg Swale Stage-Area-Storage 196- 0 195- i94- 0 0,43,0,5, '0.=5 0.025 0.03 0.0,35 .6.0,'5' 0.055 0.06 0.065 0.07 0.075 008 0-085 0.09 Storage(acre-feet) Bldg Swale Parking Swale S �S Roof Roof- Parking Svbcat Reach ort. L�CIk Drainage Diagram for Mllleniurn Past Prepared by{enter your company name here} 9/28/2006 HydroCA O 7.10 s/n 00405T 0 2WS HydroCRD Software Solutions LLC Miiienium Post Type 11124-hr 10 Year Rainfall=4.60" Prepared by€enter your company name here} Page 2 HydroCADO 7.10 sln 004057 0 2005 HydroCAD Software Solutions LLC 9/28/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Runoff Area=29,500 sf Runoff Depth>1.14" Flow Length=425' Tc=12.1 min CN=63 Runoff=0.73 cfs 0.064 of Subcatchment 3S: Roof-Parking Runoff Area=38,000 sf Runoff Depth>2.21" Flow Length=320' Tc=7.4 min CN=78 Runoff=2.28 cfs 0.161 of Pond 5P: Parking Swale Peak Elev-192.55' Storage=4,382 of Inflow=2.85 cfs 0.225 of Discarded=0.18 cfs 0.060 of Primary=0.55 cfs 0.073 of Outflow=0.55 cfs 0.133 of Pond GP: Bldg Swale Peak Elev=194.04' Storage=0.001 of Inflow=0.73 cfs 0.064 of 6.0"x 150.0'Culvert Outflow=0.66 cfs 0.064 of Total Runoff Area= 1.650 ac Runoff Volume= 0.225 of Average Runoff Depth = 1.74" Millenium Post Type 11124-hr 10 Year Rainfall=4.60" Prepared by {enter your company name here} Page 3 HydroCADO 7.10 s/n 004057 ©2005 HydroCAD Software Solutions LLC 9/28/2006 Subcatchmen# IS: Roof Runoff = 0.73 cfs L 12.19 hrs, Volume= 0.064 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60" Areas CN Description 12,000 98 17,500 39 -- 29,500 63 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 1.3 75 0.0100 1.0 Sheet Flow, Roof Smooth surfaces n= 0.011 P2=3.05" 10.8 350 0.0060 0-5 Shallow Concentrated Flow, Grass Short Grass Pasture Kv=7.0 fps__-__ 12.1 425 Total Subcatchment IS: Roof Hydrograph 0.7 , Y 0.79`is a �.� ----F--- ----! ---`r--- --- - - rYPe-I#1-2-4=fir-16YLiaT- _.._E___ _- -_-__ - ----- ----- ---- „.3 t l� n"E Sl 0.5 � 0. t 1 � . r :° J ' .� ----1--- ;--- ---- ---,----- ;----;� of De #h>; -1 14- 3 0.4 y- � E o ----1----, --- ��-- - - -y---- ---F�ov LOhgth 425'-- 1 E r LL 0-3 1M. 0,3 -___;_�11r�,`--EL I-ailn -- 0.25 t 0- S--_ ---_ ________ ____ ____, 0.1 ----3--- ------ ----. ----a------ - --- - _ ---1---- -----. --'- 8_ 1 F 5 5 7 8 9 14 ]1 ]2 ]3 14 ]5 1& 17 18 19 2D Time (hours) e , Millenium Post Type 1C124-hr 90 Year Rainfal1=4.60" Prepared by {enter your company name here} Page 4 HydroCAD®7.10 s/n 004057 O 2005 HydroCAD Software Solutions LLC 9/2812006 Subcatchment 3S: Roof- Parking Runoff - 2.28 cfs @ 12.11 hrs, Volume= 0.161 af, Depths 2.21" Runoff by SCS.TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.60° Area(sf) CN Description 25,000 98 _ 13,000 39 38,000 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feetL __( )_ (ftlsec) (cfs) 0.9 50 0.0100 0.9 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.05" 2A 140 0.0100 1.1 Sheet Flow, Parking Smooth surfaces n= 0.011 P2= 3.05" 4.4 130 0.0050 0.5 Shallow Concentrated Flow, Grass Short Grass Pasture Kv-- 7.0 fps 7.4 320 Total Subcatchment 3S: Roof- Parking Hydrograph 1 F I 1 ! 1 Z.ZE CrS- :z Type III 24-hr 10 Year ! 3 I 2 ------_,___ __ - --------- --- -----...-----------kall661l=4.-$V Runoff Areal-38,000 sf E Runoff Vot Me=0 161 of J 1 , F F Rtinoff 1)6,pfh>2.21 I = FloW-Length=320'_ ! T�=71.4 m i n 37A� CN=�f1 V s S 7 e 9 4Q 11 12 13 14 15 16 17 18 19 20 Time (hours) Millenium Post Type 11124-hr 10 Year-Rainfall=4.60" Prepared by{enter your company name here} Page 5 H droCADO 7.10 sln 004057 0 2005 H droCAD Software Solutions LLC 9/2812006 Pond 5P: Parking Swale Inflow Area = 1.550 ac. Inflow Depth > 1.74" for 10 Year event Inflow = 2.85 cfs @ 12.12 hrs, Volume-- 0.225 of Outflow -- 0.55 cfs @ 12.71 hrs, Volume= 0.133 af, Men= 81%, Lag= 35.2 min Discarded = 0.18 cfs @ 11.55 hrs, Volume= 0.060 of Primary - 0.55 cfs @ 12.71 hrs, Volume= 0.073 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 192.55' @ 12.71 hrs Surf.Area= 0 sf Storage=4,382 of Plug-Flow detention time= 142.6 min calculated for 0.133 of(591/16 of inflow) Center-of-Mass det. time=62.2 min ( 867.8-805.6} Volume _ Invert Avail.StorNe Storage Description #1 191.00' 5,851 cf 25.00'W x 80.00'L x 2.00'H Prismatoid Z=4.0-Impervious #2 186.40' 202 cf Custom Stage Data(Conic) Listed below 6,052 cf Total Available Storage Elevation Surf Area Voids Inc.Store Cum.Store Wet-Area feet) (s -ft °lo eubic4pet cubic-feet s :ft 186.40 133 35.0 0 0 133 187.40 133 35.0 47 47 174 188.40 133 35.0 47 93 215 189.40 133 35.0 47 140 256 190.40 133 35.0 47 186 297 191.40 0 35.0 16 202 431 Device Routin2 Invert Outlet Devices #1 Discarded 0.00' 60.000 inlhr Exflltration over Surface area #2 Primary 192.40' 4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe€. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.18 cfs @ 11.55 hrs HW=186.48' (Free Discharge) t--1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFiow Max=0.54 cfs @ 12.71 hrs HW=192.55' (Free Discharge) t--2=Broad-Crested Rectangular Weir (Weir Controls 0,54 cfs @ 0.9 fps) Millenium Post Type I//24-hr 10 Year Rainfall=4.60" Prepared by{enter your company name here} Page 6 HydroCADO 7.10 sln 004057 0 2005 HydroCAD Software Solutions LLC 9/28/2006 Pond 5P: Parking Swale Hydragraph - S ! --- --- -- .----.F--- --- l-_- .----.----- - ---1----- ---+--- inInflaw r i Q Outflow } Inflow:Arch=1, . El ac El n'm @� ' 3 Peak Elev=192.55" F ! f 1 I I f F - --- ----.--- ---;---;-- ---`----*Stvrage--4-3t2--cf- I 2 1 F E I 1 I ! t " I 0-ss cfs 071, 1' 5 B 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond SP: Parking Swale stag"ischame ., a Total 193 ____________ ®Discarded - F El Primary 192 _ -F__________--c--___-_-___--i------ _ __--- 7 I I 1 f 191 --------- -. ----------- --------- --------1------- -:-' I - 1 } 0 W 1 F S i m 1n I ! [ --—-- I F - F ! I 4 { S { 188 1 I f 1 18? D 1 2 9 6 Discharge (cis) Millenium Post Type III 24-hr 10 Year Rainfall=4.60" Prepared by{enter your company name here) Page 7 HydroCADO 7.10 s/n_004057 ©2005 HydroCAD Software Solutions LLC 9128/2006 Pond 5P: Parking Swale Stage-Area-Storage Surface/Horizorita Akletted Area(sq.ft) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 126 130 o Surface ' D Storage 193 ri I V , 51 I I ! tl I •`eRF. -�-1; "k!':� I I I L 192 F 1 IF 17 191 -€ si F i i is 1 1 - —r r^"'— IT —Y__I__7r_r"'"l_—t'��I_5 _Z....T�_1--I_ ! I ' i r r • 1 p r 1 1 it I 1 1 1 ,IL—F i 1 t £ _ - { 1 1 1 1 1 1 11 188 I i I 1 x a i _.t....t T..�!——7——'I— 7 r—rI——I.._I_•—T_— # i 187 z l s rkllt ' 0 1,000 2,000 3,000 4,16 5,600 6,000 Storage(cubic-feet) Millenium Post Type /1124-hr 10 Year Rainfall=4.60" Prepared by{enter your company name here) Page 8 HydroCA€ O 7.10 s/n 004057-©2005 HydroCAD Software Solutions LLC 9/28/2006 Pond 6P: Bldg Swale Inflow Area = 0.677 ac, Inflow Depth> 1.14" for 10 Year event Inflow 0.73 cfs @ 12.19 hrs, Volume= 0.064 of Outflow = 0.66 cfs @ 12.25 hrs, Volume= 0.064 af, Atten= 10%, Lag= 3.8 min Primary = 0.66 cfs @ 12.25 hrs, Volume= 0.064 of Routing by Stor Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 194.04' @ 12.25 hrs Surf.Area= 0.024 ac Storage= 0.001 of Plug--Flow detention time-- 0.6 min calculated for 0.064 of(100% of inflow) Center-of-Mass det. time= 0.5 min ( 830.8-830.4) Volume Invert Avail.S'torage Storage Description .. #1 194.00' -0.090 of 10.00'W x 100.00'L x 2.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 193.00' 6.0" x 160.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 192.00' S= 0.00677 Cc= 0.900 n= 0.010 Primary OutFiow Max--0.66 cfs @ 12.25 hrs HW=194.04' (Free Discharge) '-'i=Culvert (Barrel Controls 0.66 cfs @ 3.4 fps) Pond 6P: Bldg Swale Hydrograph Fiff-�--- ---- ---------r----' -h---- -------_---- _-�- Inftw 0,8 __ _-- f ___t_-_ ____ 11Pumary o.7$ j -_ _.i___ --__ ----;- ---lnfloin .Area=a.677 - 46 0-55 --- ---------' w --- -,--- ------ --_ ------- - -3--- ___-,---- �, 0.45 3 ---i--- ---- ---_ --------f - --- 0.4 - -�---- ---�---- --- ---- ei 0.35 " - -,- - - - - --- - -- 0.3 ` - ---------- -- ----- ---- -----------------� - --- ---' 0-25 r 0.1 - F 1 0-05 0 , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Millenium Post Type /11 24-hr 10 Year Rainfall=4,60" Prepared by{eater your company name here) Page 9 HydraCADO 7.10 sin 004057 0 2005 HydroCAD Software Soluflons LLC 9/2812006 Pond SID: Bldg Swale Stage-Discharge 194- 0 0.05 0.1 0-15 0.2 0.25 0.3 0.35 GA 0,45 0.5 0.55 0.6 0-65 0.7 0,75 0.8 0.85 0.9 0,95 Discharge (cfs) Pond SP. Bldg Swale Stage-Area-Storage I t 19S. I t Jf, 194-- . . . .. . 06C�'0-01 O-EP15 0.02 036 0.04 O.G45 0.0"" '0. - 7Z7 0, 5 0-055 0.06 0-065 0.07 0-075 0.08 0.085 0.09 Storage(acre-foot) Millenium Post Type 1i124-hr 25 Year Rainfall=3.00„ Prepared by {enter your company name here} Page 10 HydroCAD® 7.10 s/n 004057 OO 2005 Hydro CAD Software Solutions LLC 9/28/2006 Time span=5.00-20.00 hrs, dt=4.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Runoff Area=29,500 sf Runoff Depth>0.38" Flow Length=425' Tc-12.1 min CN=63 Runoff=0.18 cfs 0.021 of Subcatchment 3S: Roof-Parking Runoff Area=38,000 sf Runoff Depth>1.04" Flow Length=320' Tc=7.4 twin CN=78 Runoff=1.05 cfs 0.075 of Pond 5P: Parking Swale Peale Elev=192.38' Storage=3,823 cf Inflow=1.16 cfs 0,097 of Discarded=0.18 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.009 of Pond 6P: Bldg Swale Peak Elev=194.01' Storage=0.000 of Inflow=0.18 cfs 0.021 of 6.0"x 150.0' Culvert Outflow�0.18 cfs 0.021 of Total Runoff Area = 1.650 ac Runoff Volume=0.097 of Average Runoff Depth =0.76' Millenium Post Type 11124-hr 25 Year Rainfall=300" Prepared by{enter your company name here} Page 11 H droCAD®7.10 5/n 004057 e0 2005 H droCAD Software Solutions LLC 9/28/2006 Subcatchment IS: Roof Runoff = 0.18 ds @ 12,24 hrs, Volume= 0.021 af, Depth> 0.38!` Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=3.00'1 Area CN Description 12,000 98 17,500 39 29,500 63 Weighted Average Tic Length Slope Velocity Capacity Description (min) feet) (ft/t) (f#/sec) _ (cfs) _ _ - 1.3 75 0.0100 1.0 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.05" 10.8 350 0.0060 0.5 Shallow Concentrated Flow, Grass Short Grass Pasture Kv=7.0 fps 12.1 425T Total ..._ - Subcatchment IS: Roof Hydrograph _ =___ram--...�...._..*--- - ----i----7--- -_-_f_-'.-• ��U� 1 i ! QY8 ds . 0.17 s--^^S- - _ _,- ---- --- ::. y--`-TVF"'-I1 L4;11{1 2t ear-- -a---->--- -�----a----- - --I---- - - r 1 -3 0.15 .-I -;-_-Run.off_Are21 �1, �� sf_... 0.13 ----{----'---- ------ ---�--- --Ru off'Yolum&9.9Zj,-af- - 0.1z ----1----;---- ---- --- ----� -- ,_ _ _ all 1 1ro I j 09 ------ ---F[o Leh gth=425-'-- 0.07 ___i__l-3--_ _____ _J___ J- -_J_„__ _ ;+=�fi2:'-rr in__ 0. _I____.5____1_ _ _". . _ 1_____--_ _ _--.J-0-04 I r i t 0.02 __ , __ __ __ _ __ -_-_ __ -- 0.01 5 S ? B 9 10 i1 12 13 14 15 16 17 18 19 20 Time (hours) Millenium Post Type fit 24-hr 25 Year Rainfal1=3-00" Prepared by{enter your company name here} Page 12 HydroCADO 7.10 s/n 004057 0 2005 HydroCAD Software Solutions L.LC 9/2812006 Subcatchment 3S: Roof- Parking Runoff W 1.05 cfs @ 12.11 hrs, Volume= 0.075 af, Depth? 1.04' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24•-hr 25 Year Rainfall=3.00" Area (sf) - CN -Description 25,000 98 - 13,000 39 38,000 78 Weighted Average T Tc Length Slope Velocity Capacity Description (min) (feety- (ftift) (ftlsec) (cfs) - 0.9 50 0.0100 0.9 Sheet Flow, Roof Smooth surfaces n=0.011 P2= 3.05" 2.1 140 0.0100 1.1 Sheet Flow, Parking Smooth surfaces n= 0.011 P2= 3.05" 4.4 130 0.0050 0.5 Shallow Concentrated Flow,Grass Short Grass Pasture Kv= 7.0 fps 7.4 320 Total Subcatchment 3S: Roof- Parking Hydrograph --•- ,- ---�--------------3-- �-- € , --- -- Y. Fll 247 25 eair Rainfall' 3,00" = r I tunaff Area=38,000;sf , Y. Runoff�Vo1ume=0.075 of Runoff Depth>l.64 LL Flow Lehgth-320' T6=7r4 niin ^el l i I I Cw 78 J 3 1 I 3 I I r I 1 • 1 I i 5 6 7 8 9 to 11 12 13 14 15 18 17 18 t9 20 rime (hours) Millenium Post Type I/124-hr25 Year Rainfall=3.00" Prepared by{enter your company name here} Page 13 Ii droCADO 7.10 s/n 004057 ©2005 H droCAD Software Solutions LLC 9/28/2006 Pond 5P: Parking Swale Inflow Area = 1.550 ac, Inflow Depth > 0.75" for 25 Year event Inflow = 1.16 cfs @ 12.12 hrs, Volume= 0.097 of Outflow 0.18 cfs @ 11.80 hrs, Volume= 0.009 af, Atten= 84%, Lag= 0.0 min Discarded = 0.18 cfs @ 11.80 hrs, Volume-- 0.009 of Primary - 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 192.38' @ 20.00 hrs Surf.Area= 0 sf Storage= 3,823 cf Plug-Flow detention time: 1.8 min calculated for 0.009 of(9% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage__ Storage Description #1 191.09 5,851 cf 25.00'W x 80.00'L x 2.00'H Prismatoid Z=4.0-Impervious #2 186_.40' 202 cf Custom Stage Data(Conic) Listed below _ 6,052 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area - (feet (sq-f�_ (%) (cubic-feet) (cubic-Leaf (sq-ft) 186.40 133 35.0 0 0 133 187.40 133 35.0 47 47 174 188.40 133 35.0 47 93 215 189.40 133 35.0 47 140 256 190.40 133 35.0 47 186 297 191.40 0 35.0 16 202 431 Device Routing Invert Outlet Devices #1 Discarded 0.00' 60.000 in/hr ExOttration over Surface area #2 Primary 192,40' 4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded Outflow Max--0.18 cfs (cry 11.80 hrs HW=186.47' (Free Discharge) L'i=Exfittration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 5,00 hrs HW=186.40' (Free Discharge) 't-2=13road-Crested Rectangular Weir (Controls 0.00 cfs) Millenium Post Type Ill 24-hr 25 Year Rainfall=3.00' Prepared by{enter your company name here} Page 14 HydroCAD®7.10 s/n 004057 ©2005 HydroCAD Software Solutions i_E_C _ 9128/2006 Pond 5P: Parking Swale Hydrograph 1 0 Inflow ©" Outflow [nflow'Area='l .5rr0 ac ®Pram i� [�Primary Peak Elev;=l92.3`8' 1 I I I I Storage=3s8,23 cf li ii I k S 1 f I i k I i I 3 I 1 I I iL I 1 1 i f •o.18 ds I 5 B' 7 8 9 10 11 12 13 14 15 18 17 18 19 24 Tine (hours) Pond 5P: Parking Swale Stage-Discharge L ®Discarded 193 El Primary 1 � � F 192 ` --------- =--- -- ---- ------------ ------------- ------------ I i 4 � 1 � 1 s 191 -------�_ -»-___---'------ -------1 [ r------- -_--r--- _ __--- r 1 -- - --- --- ----------- _-- - '------�-_-_---- -- c i I O f I u- 18 I � I 1 I I 4 I I , 188 • - ---- -` -- ---------- ------- --------------j------------ S f 1 1 k < I 1 y.. f 187 0 1 2 3 4 5 Discharge (cfs) al Millenium Post Type 11124-hr 25 Year Rainfa11=3.00" Prepared by{enter your company name here} Page 15 HydroCADOD 7.10 s!n 004057 OO 2005 HydroCAD Software Solutions LLC 9/28/2006 Pond 5P: Parking Swale Stage-Area-Storage SurEaceMoriaontaMetted Area(sq-ft) 0 5 14 15 20 25 30 35 40 45 50 55 60 65 70 75 9D 65 90 95 100 105 110115 120 125 130 Q Surface i f i . . Eq Storage 193 192 I 1 _ RE , F 3 191 ! !_ [ 9Y ' I • 1 II i '1 i ' r ! 1 f 1 3 1 m 1a9 i 1 F r 3 1 i 1 _ ' :i I f !i I 1 I 188 i 1 11 I ! • a I 9 i I 187 77 0 1,(6 2,600 3,000 4,600 5,000 6,000 Storage(cubic feet) Millenium Post Type Ill 24-hr 25 Year Rainfall=3.00" Prepared by{enter your company name here} Page 16 H droCAD®7.10 s1n 004057 ©2005 H droCAD Software Solutions LLC 9/28/2006 Pond 6P: Bldg Swale Inflow Area= 0.677 ac, Inflow Depth > 0.38" for 25 Year event Inflow - 0.18 cfs @ 12.24 hrs, Volume= 0.021 of Outflow - 0,18 cfs @ 12.25 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.7 min Primary - 0,18 cfs @ 12.25 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 194.01' @ 12.25 hrs Surf.Area= 0.023 ac Storage= 0.000 of Plug-Flow detention time= 0.5 min calculated for 0.021 of(100% of inflow) Center-of-Mass det. time= 0.4 min (859.7-859.3) Volume Invert Avail.Storage Storage Description #1 194.00' 0-090 of 10.00'W x 100.001 x 2.00`H Prismatotd Z=N4.0 Device Routing_____ Invert Outlet Devices #1 Primary 193.00' 6.0" x 150,0' tong Culvert RCP, mitered to conform to fill, Ke= 0-700 Outlet Invert= 192.00' S= 0.0067 T Cc= 0-900 n= 0.010 Primary OutFlow Max=0.65 cfs%a? 12-25 hrs HW=194.01' (Free Discharge) L1=Culvert (Barrel Controls 0.65 cfs @ 3.3 fps) Pond 6P: Bldg Swale Hydrograph ----•---_, _ - __ __- - __ --- - --- --- --- ,_-_.-K-_-- _-_.-E---- 0. ------�-___ ___-;___---__- _-----__ 10Primay 0.19 - 0.17 0.15 07E .0000 -j- --- -,- -- - - ,- - 0.07 ---- -- ___ _-__ ___ ___.-___ -__ ____ ____ 0.0 ------------ _ ---------. - ---�_- -- ;---- 0.05 �---:---- ___y____ 0.04 ---------E------------- -"-- - ---,--- --'-�---- 0.03 } h -_ -- _----__ 0.02 i l 0.0- F • . • • • . ` 5 6 7 8` 9 10 11 12 13 14 i8 16 17 18 19 20 Tme (hours) Milleniurn Post Type I//24-hr 25 Year Rainfafi=3.00" Prepared by{enter your company name here} Page 17 HydrsoCADO 7.10 sin 004057 0 2005 HydroCAD Software Solutions LLC .9/2812006 Pond 6P: Bldg Swale Stage-Discharge r i I I ----------- 0 195 L LLUI F 0.05 0.1 0.15 0-2 0.25 0.3 0.35 0.4 0.45 0'.!5i 0.5-5 0.6.. -Oi.66. .017 0.75 0.8 0.85 0.9 wa:$ Discharge (cf-s) Pond 6P: Bldg Swale Stage-Area-Storage I r I 4---------------- 0 195- LLE is It 194-V � W .0 0.665 06.101 0115 7W 0,-612; -0 3, 0.0,35 G.,04— 0,.0 5 0s.0,5,5 ;-9,7Z- 6T7 3. 7T 065 Z T, 0.09 Storage{acre-feet) UTILITY COMPANIES & LOCAL DEPARTMENTS - G DIG--SAFE PHONE 1-888-344-7233 GAS — PRIVATE BAY STATE GAS COMPANY EMERGENCY NUMBER 1-800-525--8222 M I L L E N U M P R E S S 2025 ROOSEVELT AVENUE SPRINGFIELD , MA 01101 PHONE (413) 781--9200 ELECTRIC — PRIVATE c5 . SIL VER S T R E E T WESTERN MASSACHUSETTS ELECTRIC 300 CADWELL DRIVE SPRINGFIELD , MA 01104 PHONE (413) 787-9520A G A W A M ., M A S S A C H U S E T T S TELEPHONE PRIVATE VERIZON 85 CHESTNUT STREET SPRINGFIELD , MA PHONE 413 787-1841 OR i PHONE 413 787-0320 CABLE TV — PRIVATE I NDEX —" COMCAST 'poG� PHONE 1--800--COMCAST WATER - PUBLIC y SHEET 1 = COVER SHEET TOWN OF AGAWAM r SHEET 2 = NOTES WATER DEPARTMENT z r— sb MAIN SlIRL I AGAWAM MA 01001 SHEET 3 -=- EXISTING CONDITIONS �q � PHONE (413) 786-0400 EXT . 274 Fti SHEET 4 = PROPOSED SITE PLAN SEWER - PUBLIC : S��FF SHEET 5 DETAIL. SHEET TOWN OF AGAWAM S�R�� SHEET 6 DETAIL .SHEET SEE DPW OFFICE DEPARTMENT OF PUBLIC WORKS PUBLIC TOWN OF AGAWAM 0000000000 DPW FACILITY 1000 SUFFIELD STREETmi AGAWAM , MA00 PHONE ( 413) 786-0400 EXT . 225 ENGINEERING DEPARTMENT -- PUBLIC TOWN OF AGAWAM DPW FACILITY 1000 SUFF I ELD STREET OWNERS OF RECORD AGAWAM , MA PHONE (413) 786--0400 EXT . 225 ooANE AVENUEJAMES E . SULL I VAN AND PLANNING BOARD & CONSERVATION KELLY A . SULL I VAN COMM I SS I ON— PUBLIC 570 SILVER STREET TOWN OF AGAWAM AGAWAM , MA 01001 App � � � TOWN HALL AGAWAM 36 MAIN STREET DEED 9527 , PAGE 212 . P�� NT1� BOARO AGAWAM , MA 01001 PLAN 268 , PAGE 52 . �� , `, 7 PHONE 413-78fi-�0400 EXT . 245 -. TAX MAP No . H--7 — _ MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL L 0 C U S M A P BLOCK 2 , PARCEL 2 . PROTECTION — PUBLIC 1 " = 500' +/-- 436 DW I GHT STREET APPLICANT SPRINGFIELD , MA 01103 PHONE (413) 784-1100 wl MILLENIUM PRESS AGAWAM POLICE — PUBLIC 570 SILVER STREET 681 SPRINGFIELD STREET AGAWAM , MA 01001 FEEDING HILLS , MA 01030 PHONE (413)-786-4767 (NON—EMERGENCY) PHONE ( 413 ) 821-0028 PHONE 911 EMERGENCY ONLY AGAWAM FIRE — PUBLIC CONTRACTOR AGAWAM FIRE DEPARTMENT HEADQUARTERS 800 MAIN STREET FOR I SH CONSTRUCTION COMPANY , INC . AGAWAM , MA 01001 MAINLINE DID I VE ; P : 0 : BOX 355 PHONE (413) 786-2662 (NON—EMERGENCY) WESTF I E LD , MA 01086 PHONE 911 EMERGENCY ONLY PHONE 413 568---86 24 WESTMASS AREA DEVELOPMENT CORPORATION FAX 413 562-7136 255 PADGETTE STREET , SUITE ONE Apwam Engineering Djv, CHIOCPEE , MA 01022 PHONE (413) 593--6421 9 2463AS lAja 8ujjaaur�u3 wemet# DATE NOTES / REVISIONS I HEREBY CERTIFY THAT THE PROPERTY PLANNING BOARD DATE: ZONING DIMENSIONAL REQUIREMENTS 574 SILVER STREET - SITE PLAN NOTE CONTACT DIG—SAFE PRIOR TO ANY LINES SHOWN ON THIS PLAN ARE THE LINES AGAWAM, MASS. ZONE FRONTAGE AREA SETBACK BUILDING%COVER HEIGHT STORIES EXCAVATIONS 1 -888-344-7233 DIVIDING EXISTING OWNERSHIPS, AND THE FRONT SIDE REAR %COVER. sTORiEs CITY BY—LAWS INDEXED PLAN OF LAND IN .THE CITY OF NOTE SUBJECT TO EASEMENTS, RESTRICTIONS LINES OF THE STREETS AND WAYS SHOWN IND. B 100, 43,560 S.F. 75' 25' 25' ------ 40' 2 ARTICLE XI AGAWAM, MASSACHUSETTS AND R.O.W.' S OF RECORD, IF ANY AND ARE THOSE OF PUBLIC OR PRIVATE STREETS APPROVED UNDER SITE PLAN REVIEW APPLICABLE. OR WAYS ALREADY ESTABLISHED, AND THAT RESTRCT(ONS ----- 65.340 S.F. 75' 45' 45+ 50% 30' - —� DEED 5644, PAGE 105. F HAMPDEN COUNTY — PREPARED FOR I0/19/2006 REVISED AS PER MEMORANDUM FROM DPW DATED 10/17/2006 NO NEW LINES FOR DIVISIONS OF EXISTING FORISH CONSTRUCTION COMPANY. INC OWNERSHIP OR FOR NEW WAYS ARE SHOWN. EXISTING 346.13' �02,5ts s.F. 76.2` 50.2' S4.8' 11.6� ---- -- 570 SILVER STREET - J. .0' os�^ ' SIGNED � J. I CERTIFY THAT THIS PLAN WAS MADE IN PROPOSED 346.13' 102,518 S.F. 75' 50.2' 6a.7' 17.1% ---- --- `A`"� "`- DURKEE, WHITE., TOWNE AND CHAPDELAINE 570 SILVER STREET :::37 CIVIL ENGINEERS AND LAND SURVEYORS ACCORDANCE WITH THE MINIMUM RULES AND NOTE — CONTACT THE TOWN OF AGAWAM, ENGINEERING DEPTARTMENT : .a ;; tip;.*"r 356 FRONT STREET REGULATIONS OF THE REGISTRAR OF DEEDS. AT (413) 821-0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE CHICOPEE, MASSACHUSETTS --- 01013 SIGNED BACKFILLING ANY WATER, SEWER OR DRAIN LINES OR THEIR APPURTENANCES. PHONE (413) 592-5164 EDWARN J. CHAPDELAINE DRAWING No. MASS. REG. No. 38378. DRAWN BY EJ.0 DATE:08/ 15/200fi CHECKED BY SHEET 1 OF 6 APPROVED BY EfC SCALE AS NOTED 1 2 6,.,_O SHEET AG16 1 .. �� FILE AG 183.S90 SCANNED N 0 T E S N 0 T E S - GENERAL UTILITIES i . Contractor shall notify "DIG-SAFE" ( 1-888--344-7233) at least 72 hours before excavating . 1.. The locations , sizes , and types of existing utilities are shown as an approximate STORM DRAINAGE PERMIT APPLICATIONS representation only . The owner or its representatives) have not independently verified 2 . Contractor shall be responsible for site security and job safety . Construction this information as shown on the plans . The ut i I i ty information shown does not guarantee To the Town or Agawam,Department of Public Works: activities sha I l be in accordance with OSHA standards and local requ i retTents . the actual existence , sere i ceab i l i ty , or other data concerning the utilities , nor does it The undersigned being the Off ER _ of the property located guarantee against the possibility that o d d i t i o n a I utilities may be present that are not (eg:owner,Lessee,Tent,untended Purchaser,etc.) 3 . Accessible routes , parking spaces , ramps , sidewalks and walkways shall be constructed in shown on the plans . Prior to ordering materials and beginning construction , the at s /AG WA MA conformance with the Federal Amer i cans With Disabilities Act and with State and local contractor sha I I verify and determine fihe exact locations , sizes , and elevations of the dAssherebyre request 0permitto L s�la►r tar c�ol`ER Laws and regulations (whichever are rrore stringent ) . points of connection to existin utilities and shall confirm that there are no - � Wes � (eg:Connect to,Alter,Increase Runoff#o,or increase Impervious Cover of an interferences with ex € sting u t i I s t a es and the proposed ut i I i ty routes . including rotates area draining to) 4 . Areas disturbed during construction and not restored with impervious surfaces (building , within the Public Rights o f Way . a storm drain,water course,channel or detention facility at_ 57Q 5AEXR STREET/AG_AWAM,AIA pavements , walks , etc . ) shall receive 6" inches of loan and seed . 2 . Where an existing utility if found to' conflict with the proposed work , or existing 1, A plan of the property showing accurately all storm drains,water courses,channels or detention facilities � . Wi trlili rile l iitii t � of tile: Vui iciilly foutNr i1ll , litG ; i tcs Canlructor :�hcli i i'r,r f��rrr� nrthw�r(< condi t inns di ffpr from those shown such that the work cannot be camleted as intended , now existing is attached hereunto as Exhibit"A".(Submit in Duplicate) operations required up to subgrade elevations . the Ioeation , elevation , and size of the utility Shull oti uc:c:utuLuly dt: Luitiiillud wi loin delay by the contractor . and the information furnished in writing to the owners 2. Plans and specifications covering any work proposed, including sots erosion and sedimentation cuntrui, to 6 . Work within the local Rights-of-Way shall conform to local mu n i c i E u l a t a n d a r d o . Work r A n r e s e n t a t i v e for the resolution of the conflict and contractors failure to notify be performed under this permit is attached hereunto as Exhibit"B",(Submit in Duplicate) within State Rights-of--Way shall conform to the latest edition of the State Highway prior to performing additional work releases owner ( f "-n obligationo for additional Departments standard specifications for highways and bridges . p a yrl'ie n t s which otherwise may be w a r r a n t e' t o resolve the conflict . 3. Cialv"I atlona dotorminina tho Pxicr;ng And proposed storm water runoff,capacity of existing facilities impacted By the planned work and the design of detention facilities are attached hereunto as Exhibit L".tauomu 1[( 7 . Upon award of contract , contractor shall make necessary construction notifications and 3 . Set catch basin rims , and inverts of sewers , drains , and ditches in accordance with Duplicate) a p p I y for and obtain necessary perm its , pay fees , and post bonds associated with the work elevations on the grading and utility plans . 4. The name and address of tine engineer or fwm who prepared the calculation,design plans and specifications indicated on the drawings , in the s ecificctions , and in the contract documents . Do not Covered by the permit is: close or obstruct roadways , sidewal s , and fire hydrants , without appropriate ermits . E/cIVILE I E oR y yp CONSTRUCTION NOTES HIC PEE E S 2- 1S22-1267 8 . Trof f is signage and pavement markings shal I conform to the manual of uni form troff is 1 . Contractor responsible for occupancy permits from Engineering , department of control devices , Public Works , City of Agawam. S. The name and address of the person or firm who willperform the work covered lay this pornlitis: EQM CONST-RUCTM COMILAME =121 MJJNL1NE01JLE1f,4. 9 . Areas outside the limits of proposed work disturbed by the contractors operations shall 2 . Contractor to notify the field inspector prior to construction . ff&g ,Lp, A0J0$6ZPHQ rr41;?) 5046z4IF,aX(JIV562- 136 _.._ be restored by the contractor to their original condition at the contractors expense . IN CONSIDERATION OF THE GRANTING OF THIS PERKIT_THE UNDERSIGNED AGREES: and other h e r media i o are 10 . in the event that suspected contaminated soil , groundwater , 3 . Approved plan to be an site at all times . 1. To furnish any additional information relating to the installation of use of the storm drain for which this encountered during excavation and construction activities based on visual , Olfactory , or 4. Changes to this plan may occur as unforeseen conditions arise . All changes to be permit is sought as may be requested by the Superintendent. other evidence , the contractor shall stop work in the vicinity of the suspect material approved by field inspector . t o avoid further spreading o f the material , and shall notify the owner i n-me d i a t e l y s 0 2. To Accept and abide by all the provisions of Section 175-1 through l 75-59 inclusive of the ordinances of the Town of Agawam and of all other pertinent ordinance or regulations that may be adopted in the future. that the appropriate testing and subsequent action can be taken . 5 . Calcium Chloride and/or water for dust control to be available at all times . 3. To operate and maintain any storm drain and detention facilities,as may be required as a condition of the l 1 . Contactor shall prevent dust , sediment , and debris from exiting the site and shall be 6 . All materials and methods to conform with City of Agawam D . P . W. standards . storm drainage permit in an efficient manner at all times,and at no expense to the Town, responsible for cleanup , repairs and corrective action if such occurs . 7 . Contractor shall ensure the maintenance of safety and traffic on the public and 4, To cooperate at all tithes with the Superintendent of Public Works and his representatives in their 12 . Damage resulting from construction I o a d s Shall be repaired by the contractor at no private ways affected by the construction of this project . inspection of storm drains,and any maintenance thereof, additional cost to owner . 5. To notify the Superintendent of Public Works immediately in the event of any accident Negligence,or other 8 . Contractor shall protect all slopes , v e g e t a t 1 o n , paving , wa I k s and i nip r o v erne n t s out S i d e o"urranoe that occasions discharge to the storm drain of any wastes or process waters not covered by th is 13 . Contractor shall control storrrwater runoff during construction to prevent adverse the areas to be affected by the construction of this project . permit or allowed by Section 175of the Ordinance oftlie Town ofAgawam, impacts to off site areas , and shall be responsible to repair resulting damages , if any , Ci t no cost to owner . " " 6, To indetnnify the Town Irani loss or damage that may directly or indirectly be occasioned by the 9 . "As-Built" plans t o b e submitted t o the Agawam Engineering Department upon comp l e t i o n Installation of the storm drain and related facility or connection. . of this project . 14 . This pro )ect disturbs more than one acre of land and falls within the NPDES APPLICANT`: DATE: Construction General Permit (CGP) program and EPA Jurisdiction . Prior to the start of 10 . Agawam Site Plan Approval is not to be construed as an all --inclusive approval as other construction contractor is to file a CGP notice of intent with the EPA and prepare a approvals may be necessary , i . e . City Engineer , Conservation , Fire Dept . , Water Dept . etc . ADDRESS: 570SILLIR.STREET ,; torn-motor po I i u t i on prevention plan in' accordance with the NPDES Raga I n t i ons . 4G'AWAM. MA Contractor shall confirm the owner has also filed a notice of intent with the EPA . EROSION CONTROL j CONDITIONS OF PERMIT: 1 . Prior to starting any other work on the site , the contractor shall notify appropriate agencies and shall install erosion control measures as identified in Federal , State , and local approval documents pertaining to this project . LEGEND APPLICATION APPROVED AND PERMIT GRANTED 2 . Contractor shall inspect and maintain erosion control measures , and remove sediment therefrom on a weekly basis and within twelve hours after each storm event and dispose L E G E N D - L E G E N D (Cont . ) - PERMIT NO. DATE: of sediments in an upland area such that they do not encumber other drainage structures and protected areas . A. C. AIR CONDITIONER R .G . P . - REINFORCED COCRETE PIPE ADS - ADVANCE DRAINAGE SYSTEM R .O.W. RIGHT OF WAY 3 . Contractor shall be fully responsible to control construction such that sedimentation BIT . - BITUMINOUS RES . -- RESIDENCE SIGNED: shall not affect regulatory protected areas , whether such sedimentation is caused by C. O. - CLEAN OUT S - SLOPE SUPERINTENDENT water , wind , or direct deposit . CB - CATCH BASIN S.F . -- SQUARE FEET CONC. - CONCRETE S .M. H . - SANITARY MANHOLE � . Contractor shall perform construction sequencing such that earth materials are exposed D. I . - DUCTILE IRON T .STA . TRAVERSE STATION for a minimum of time before they are covered , seeded , or otherwise stabilized to prevent D .M. H . -- DRAIN MANHOLE TRANS . - TRANSFORMER erosion . E ELECTRIC U. T . -- UTILITY E .M. H . - ELECTRIC MANHOLE V . C . VITRIFIED CLAY 5 . Upon completion of construction and establishment of permanent ground cover , contractor ELEC. ELECTRIC W WATER STORM DRAINAGE PERMIT shall rernove and dispose of erosion control measures and clean sediment and debris from G. F. -- GARAGE FLOOR W.G. w WATER GATE entire: drainage and sewer systems , G.G. - GAS GATE W. S .O . = WATER SHUT OFF HH HAND HOLE W/ -- WITH HYD . - HYDRANT INV - INVERT L = LENGTH LAT = LATERAL MAX; - MAXIMUM No . - NUMBER NP NO PARKING PROP . PROPOSED DATE NOTES / REVISIONS ZONING DIMENSIONAL REQUIREMENTS 570 SILVER STREET - SATE PLAN NOTE CONTACT DIG-SAFE PRIOR TO ANY ZONE FRONTAGE AREA FRONTSsIoCK REAR HEIGHT oi1"s CITY BY--LAWS EXCAVATIONS 1 -888-3�-4-7233 INDEXED PLAN OF LAND �� THE CITY OF NOTE SUBJECT TO EASEMENTS, RESTRICTIONS IND. B 100' 43,560 S.F. 75' 251 25' ----- 40' 2 ARTICLE XI AND R.O.W.' S OF RECORD, IF ANY AND d� AGA�WAM, MASSACHUSETTS APPLICABLE. RESIRICTIQNS -_-_ 65,340 S.F. 75 45 45 50% 30 -�-- DEED 5644, PAGE 105. �,�, HAMPDEN COUNTY - PREPARED FOR 10/19/2006 REVISED AS PER MEMORANDUM FROM DPW GATED 10/17/2006 � � r WARD f ORISH CaNSTRUCTICI�! COMPANY, INC. EXISTING 346.13 102,518 S.F. 76.2 50.2 54.8 11.6% --- -- 570 SILVER STREET c paE�,i�� y i PROPOSED 346. 13' 142,518 S.F. 75' 50,2' 68,7' L17, % 570 SILVER STREET' 38376 DURKEE WHITE, TOWNE AND CHAPDELAINE a R0." CIVIL ENGINEERS AND LAND SURVEYORS NOTE - CONTACT THE TOWN OF AGAWAM, ENGINEERING DEPTARTMENT 356 FRONT STREET AT (413) 821-0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE CHICOPEE, MASS.A.CHUSETTS 01013 BACKFILLiNG ANY WATER, SEWER OR DRAIN LINES OR THEIR APPURTENANCES. PHONE (413) 592-5164 DRAWN BY EJC nATF:08/ 15/2006 DRAWNG No. SHEET 2 OF 6 CHLC:KLU HY SCALE: AS NOTED 26 1 . FILE AG 83.S90 APPROVED BY EJC SHEET AG183.S2 w Wa_ C5 ° Z A Q pR o � O� SpG E G S y .n- W N PG cj`L P ti N �-' �� ¢ gyp,\. �`L� �, -o ci- e 0 050 10.1 C--> All fin, 00 cy— E ar � \ ul CL coo O d 0 Z �oN�N� � `�oA 9Sy��F pt�`• s 1 �a �t• �/ / / ,/' ' / � ^i �S�, t CAPE rf P�,�v // // Gij ,� oe °s / 61 1 os4, pgb r LOW , OWNERS OF RECORD ��° �� got" % iAPpUUNE SULLIVAN 8c \ 1 �� / �� , �� ,�` �, ,; �6 JAMES E. O 4-. � KELLY A. SULLIVAN ° 4) T�eA�� 1 p• �P , 4� �P p • ,;,,��s��E�, \ FS � \ DEED 9527, PAGE 212. c� 4 40 s, r �, PLAN 268, PAGE 52. � � � P�°�� // / �`� NOTE -- CONTACT THE TOWN OF AGAWAM, ENGINEERING DEPTARTMENT . s ,� ��\ C3 / / , �P AT 413 821--0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE TAX MAP No. H 7 �� s \ ` o , i � t ) BACKFILLING ANY WATER, SEWER OR DRAIN LINES OR THEIR APPURTENANCES, BLOCK 2, PARCEL 2. ZONING DIMENSIONAL RE UIREMENTS �O � �n Q � � / �-� / // / � SETBACK BUILDING MAX � v ` ti �� / / / ZONE FRONTAGE AREA FRONT SIaE REAR gCGVF+�. HEIGHT s�� Es CITY BY—LAWS APPLICANT � ^' , �'F � �___ �. \ � GPa � � �� ; � � , MlLLENIUM PRESS �� 0, y `' `� IND. B 100' 43,560 S.F. 75 25' 25 ---- 40 2 ARTICLE XI T �� yP GAP 570 SILVER STREET �� ; � ��A\ \ �G J��° RESTRICTIONS ------ 65,340 S.F. 75' 45' 45' 50% 30' ---- DEED 5644, PAGE 105. J r ti A A IN AM M A • �o �'� �" �FF`F`\ �. / EXISTING 346. 13' 102,518 S.F. 76.2' 50.2' 54.8' 1 1.6% ---- ---- 570 SILVER STREET 110A0 ,� - .+ PROPOSED 346. 13' 102,51$ S.F. 75' 50.2' 68.7' 17.1% — 570 SILVER STREET REVISIONS T� o�� P�� 4 BATE NOTES / `\\ P /� �.� / 570 SILVER STREET PROPOSED SITE PLAN NOTE CONTACT DIG—SAFE PRIO TO ANY EXCAVATIONS 1 -888--344-7233 s��oc � / 1:6 OG�� INDEXED PLAN OF LAND IN THE CITY OF NOTE SU13JECT TO EASEMENTS, RESTRICTIONS \ oti i�x ?- / / � AGAWAM, MASSACHUSETTS AND R.O.W.' S OF RECORD, IF ANY AND \o� /� �/ P�' �� ; {£. �i,�n HAMPDEN COUNTY - PREPARED FOR i APPLICABLE. :=Y ;. I(i 't � HI VI',ll� A'. �� = rtlM<<itnrJl�;1�., � I:�IRA DPW [)All ICI Il '.�IVIIi� r , \, • �•. -, :••: . FORISH CONSTRUCTION COMPANY, INC 1'tKll . y !i/02/7o�fi REVISED AS PER MEMORANDUM FROM DPW DATED 11/01/2006 `� \`'�'A `� n � �� C I?VE DA TA --- c .,� �� / o - DURKEE, WHITE, TOWNE AND CHAPDELAINE CIVIL ENGINEERS AND LAND SURVEYORS \ `'1� ` �zz�/ / R= 14JO. 00 f#' , �, 356 FRONT STREET A= 1 o 6' 4 CHICOPEE, MASSACHUSETTS -- 01013 2 � � 413 --5164 �, ,� L =323. 13' PHONE ( ) 592 11 SCALE 1 — 20 NO MONUMENT FOUND. ' / DRAWN BY EJC DRAWING No. IRON PIPE TO DE SET BEARING DATA = T= 162.26 CHECKED BY DATE:08/ 15/2006 . 26_0646 ' 40' s ' 80' I B---�' 1 = S 4 1009' 20 W Ch=322.44 ' SHEETFILE AG 83OS� 6 APPROVESCANNED BY EJC SCALE 1 " = 20' SHEET AG 183.S3 0 10 20 30 I TOTAL VOLUME OF DETENTION NOTE EROSION AND SEDIMENTATION CONTROLS SHALL �� . ' POND LOCATED AT THE N.E. N BE INSTALLED PRIOR TO ANY CONSTRUCTION ACTIVITIES . ` Q�Q��° �' CORNER OF LOCUS FROM ONCE SITE IS STABILIZED ALL EROSION & SEDIMENTATION �R � ° EL 1900 TO 192.4 •— CONTROLS SHALL BE REMOVED WITH PERMISSION BY THE �--'� `°�, .340.5 .C.Y, / g,913 C.F. TOWN OF AGAWAM ENGINEERING DEPT , �- cn ate. W N QFZ sso X 3 C'7 � PQ � P � f, \ J �� a o kp 0A Ile �94 ice' GG�� e O/ �� \\ \\ \\\ ♦ �= �� O tK .00 N\ � \ , a`� GPI °o �o �- 1 /n, 0 Q Lj 61 � � d � �/� I � �� o�.j�� uq Q Of LL. Z �"- r`L -. //�' / e� Fs �4' ,o / \c`� J�� s \�'� / -jk''�!-A 4� Lo Q 0000 CV r O�J r �/ �- oo�c L �S ' ��o�NO �+ �}1 S* ,pq pt,� pc0 \ �o �g� q'A ,r'4k. FSs� �i�, \ / / 00, f Q'P'��• O pv yc>w / y� F �/ Fq O 'I', T e( \/ / / / Z C] W J F =c`"/ �'. CC�j ,fa 8� c, •cry sr 0, W �4, / 1�. /� \e 4 �,� ,�q '�Q1 / / / t , / Zw 01 D �1 LZo FST �9, / ear 95 / F° / < %J, NZ, Li /D t9� Fes}. ;r•' s ( / 4� ��Ti �,��-�' / / ,�'�. IN 0.1 G 51 oo, L ' OWNERS OF RECORD �� JAMES E. SULLIVAN & 'r w F � � \ � KELLY A. SULLIVAN �' '� DEED 9527, PAGE 212. 9L�.,� `\ FS � \ /� Q� 6� 0',' loIr PLAN 2689 PAGE 52. 1 ,� �� / NOTE — CONTACT THE TOWN OF AGAWAM, ENGINEERING DEPTARTMENT TAX MAP No. H-7 �� `�/ �\ p• �, / / / I AT (413) 821-0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE ilo \ R / ' BACKFILLING ANY WATER, SEWER OR DRAIN LINES OR THEIR APPURTENANCES. BLOCK 2, PARCEL 2. ZONING DIMENSIONAL RE UIREMENTS s / APPLICANT ~— A <'o S O" I �� \ '�- ��' ZONE FRONTAGE AREA SETBACK BUILDING HEIGHT MAx C / �, I �,, L�! / FRONT SIDE REAR %COVER. STORIES CITY BY—LAWS M I L L E N I U M PRESS "��i ��F-4i D � \, �P Q�p 0�4� / IND. B 100, 43,560 S.F. 75' 25' 25' ---- 40' 2 ARTICLE XI 570 SILVER STREET RESTIMW6 ---- 65,340 S.F. 75' 45' 45' S©% 30` --;--- DEED 5644, PAGE 105. AGAWAM, M A EXISTING 346.13' 102,518 S.F. 76.2' 50.2' 54.8' 11.6% --_ -- 570 SILVER STREET PROPOSED 346,13 102,518 S.F. 75 50.2 68.7' 570 SILVER STREET DATE NOTES / REVISIONS �C2 �N." \ °+% /'� j �� ..,., T DIG PRIOR TO ANY . �\ :�� ' ,� �s, / �� / �� ,� J� 570 SILVER STREET PROPOSED SITE PLAN NOTE CONTACT D EXCAVATIONS 1 -888--344-^7233 \��°�9� � � / �/ ' �� SPIV INDEXED PLAN OF LAND IN THE CITY OF NOTE SUBJECT TO EASEMENTS, RESTRICTIONS \ % ��x `�?, •° AND R.O.W.' S OF RECORD, IF ANY AND `�Ma►` �crs;,��, \ �ti°� // � / ,��, P� AGAWAM, IVIASSACHUSETTS APPLICABLE. A��• `'� ` ,�, �� \ c �f / / � ` �� HAMPDEN COUNTY PREPARED FOR `'' F ♦ C / o + FORISH CONSTRUCTION COMPANY, INC. 10/19/2006 REVISED AS PER MEMORANDUM FROM DPW DATED 10/17/2006 s � S. � �;�� . s � y� J Q �- cy 1110,2/�006 RFVISFI7 A� PFR MFMCli2AiV(ll1M FROM f]Pw sIATFD 1 1/fl t/2f1Q6 ` e \ STAVE I J. il �,,;,� n� �\ \, ,,fc ��,� �� / QQ� CURVE DATA FHEf3Ef�Ic:C pURKFF, WNTTE, TOWNS AND CHAPDELAiNE i w r / CIYII 11/25/2006 REVISED AS PER DPW REVIEW - DELETED DRYWELL, ADDED �� ` h�. p C� NO.3a112 CONTROL OUTLET WITH TRASH SCREEN. �� , �RH1t gi;�ty ` \, ---- ,�� .s, AF�rsr1: �° Q t CIVIL ENGINEERS AND LAND SURVEYORS 12/14/2006 REVISED AS PER DPW REVIEW - ADD DRYWELL TO SWALE, �P�y / / R- 14JO.00 ?� `'� 356 FRONT STREET \ + Ay A 12'56' 49" �s ,�;= CHICOPEE, REMOVED CONTROL OUTLET. �\ �� / "NAL MASSACHUSETTS -- 01013 • / � �N / _ , PHONE (413) 592-5164 �t �- L--323. 13 SCALE 1 = 20 NO MONUMENT FOUND. / , DRAWN BY EJC DRAWING No. IRON PIPE TO BE SET j BEARING DATA ._ T= 162.26 CHECKED BY DATE:08/ 15/2006 -- Ch=322.44 ' SHEET 4 OF 6 APPROVED BY EJC SCALE 1 " 20' 6—� 6 0' 10' 20' 30' 40' 60' 80' B— 1 S 4 09 20 FILE AG 183.S90 SCANNED SHEET AG 183.S4 T.STA. 2 i NZN-FILTER' FABRIC FASTENER _ MIN. No. 10 GAGE WIRE FILTER FABRIC PRECAST EXTEND RIP—RAP MIN. 5(T p)MAX 4 PER REQU R DPOST (TYP) FLARED END 1 8'1 ABOVE PIPE LOAM & SEED 1 "X 1 "X31 NOTES — ---- STEP 1 WOOD STAKE 1 . Bales shall be placed at the top z (�~ (2 PER BALE) of slope or on the count our and in 8' +/-- J �•�1~ �` EXTEND RIP—RAP 3" p f the oadjacent ith ebales .t i gh t f y abutting N J �-�� ABOVE VEGETATED SLOPE POSTS FILTER FABRIC { - j�- -',e�� 0. Q 2 , Each bale shall be embedded in a- ( ) �>-`--�--�' ' L.J f� the so i I a minimum of 4" , and placed = � �'��J so that bindings are horizontal . op °•-° t `�I �1��"�/�f Q 3 . Bales shall be securely anchored ELEVATION STEP 2 8 RIP—RAP MATTE f F-- Q in place by either two stakes or r e- FILTER FABRIC � � SEE SPECIFICATIONS [] 1JJ bar �riYpn toward tho proyiou� ly / W p� laid bale at an an L e to force the ,,.._ ptRECTtON OF u°w 12" GRAVEL 1-' bales together . S okes shall be GROUND LINE FILTER BLANKET FLOW driven flush with the bole . UNDIST URGED RIP--RAP SPECIFICATIONS - STRAW OR / C- 4 . Inspection sha l I be frequent and 1) THE RIP-RAP SHALL BE COMPRISED OF DURABLE ANGULAR STONES HAY HALL repair or r e p I a c erne r� t 5 I o a I I b e F r iu d a STEP 3 SWAE � WHICH MEETS THE FOLLOWING GRADUATION REQUIREMENTS: r It as needed . r GROUND / GROUND I� � Y COMPACTED BACKFILL / ;TON100 LBq 17F � OF TOTAL WF I GH�uSMALLER THAN GIVEN SIZE �� Bales s v B" 60 LB 807 / SET 4 INTO 5 . Ba shall be removed after GOUND disturbed area i s stab l i zed . MIN 25 LB 50! �---� 1 2 LB NOT TO EXCEED 107* r. FABRIC ANCHOR DETAIL ATTACHING TWO SILT FENCES � r,r' ,_ ,�� , NOTES: NOTES: 2) THE RIP-RAP SHALL BE UNDERLAYED WITH A FILTER BLANKET CONSISTING OF CLEAN COARSE GRAVEL WITH NO STONES OVER 3" •.� I . TEMPORARY SEDIMENT FENCE SHALL BE INSTALLED PRIOR TO I . PLACE THE END POST OF THE SECOND FENCE INSIDE THE --�� -j �, AND FEWER THAN 10% PASSING A #200 SIEVE. ANY GRADING WORK IN THE AREA TO BE PROTECTED. THEY SHALL END POST OF THE FIRST FENCE. 3 THE FILTER BLANKET SHALL. BE GRADEDTO A UNIFORM SURFACE BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND �-' WITH A MINIMUM THICKNESS OF 12". REMOVED IN CONJUCTION WITH THE FINAL GRADING AND SITE 2. ROTATE BOTH POST AT LEAST 180 DEGREES IN A CLOCKWISE STABILIZATION. DIRECTION TO CREATE A TIGHT SEAL WITH THE FABRIC 4) IN SWALES, RIP-RAP SHALL EXTEND .1811 ABOVE TOP OF FLARED 2. FILTER FABRIC SHALL MEET THE REQUIREMENTS OF MATERIAL.- END FOR THE ENTIRE LENGTH OF RIP-RAP. MATERIAL SPECIFICATION 592 GEOTEXTILE TABLE 1 OR 2, 3. DRIVE BOTH POSTS A MINIMUM OF 18 INCHES INTO THE 5) WHEN THE FLARED END IS NOT IN A SWALE, MATTE SHALL EXTEND CLASS I WITH EQUIVALENT OPENING SIZE OF AT LEAST 30 FOR GROUND AND BURY THE FLAP. 24" ON EMBANKMENT AND 24" BEYOND WIDTH OF FLARED END FOR NONWOVEN AND 50 FOR WOVEN. FULL WIDTH. 3. FENCE POSTS SHALL BE EITHER STANDARD STEEL STRAW OR HAY ERROSION BARRIER POST OR WOOD POST WITH A MINIMUM SILT FENCE GROSS-SECTIONAL AREA OF 3.0 SQ. IN. FLARED END WITH RIP-RAP OVERLAP STONE 1' - 6" MANHOLE W/MIRAFI OR EQUAL REMOVE / ADD FRAME MIRAFI OR EQUAL AND GRATE INLET 71 —4'0 77 j� T •: • /�� • I • ••�1 I • • ® mil � � ® +: � �_ � � � 3/4" STONE i•� i - - -- Ile at DIAMETER 2' MN. � MIRAFI OR EQUAL ; • ONE SECTION DRY WELL • • \. : LIFTING �� • HOOKS ��.� .� it 611 MANHOLE TOP COVER NOTES: 1. CONCRETE; 4000 P:5:1:; 26 PAYs: 2. WRAP STONE WITH MIRAFI OR EQUAL. 3. REMOVE MANHOLE AS NECESSARY. TYPICAL 8 ' DIAMETER (CHASE LP-8Dx4) DRYWELL RESERVED �-J L-- - RESERVED -� DATE I NOTES / REVISIONS NOTE CONTACT DIG-SAFE PRIOR TO ANY 04. 570 SILVER STREET - PROPOSED SITE PLAN EXCAVATIONS 1 -888-344-7233 -, �. '" PLAN OF LAND NOTE SUBJECT TO EASEMENTS, RESTRICTIONS c� `�� INDEXED IN THE CITY OF AND R.Q.W.' S OF RECORD, IF ANY AND G ua AGAWAM, MASSACHUSETTS APPLICABLE. � P38 DE'�K>r HAMPDEN COUNTY - PREPARED FOR 10/19/2006 REVISED AS PER MEMORANDUM FROM DPW DATED 10!17/2006 ��' � t�}1�DF "��g'°�a� F4RISH CONSTRUCTION COMPANY, INC.11/25/2406 REVISED AS PER DPW REVIEW - DELETED DRYWELL, ADDED ��'BSUA`�E $TEVEN3. CONTROL OUTLET WITH TRASH SCREEN. FRED ICK 12/14/2006 REVISED AS PER DPW REVIEW - DELETED DRYWELL, ADDED CIVIL 40 DURKEE, WHITE, TOWNE AND CHAPDELAINE TRASH 9°' 3 '�a CONTROL ourL CIVIL ENGINEERS AND LAND SURVEYORS AL OUTLET wTRASHscR�EN. Erb 10 356 FRONT STREET CHICOPEE, MASSACHUSETTS -- 01013 PHONE (413j 59�-518�4 NOTE -� CONTACT THE TOWN of AC�AWAM, ENGINEERING DEPTARTMENT DRAWN BY EJC DRAWING No. AT (413) 821--0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE BACKFILLING ANY WATER, SEWER OR DRAIN LINES OR THEIR APPURTENANCES. SHEET 5 OF 6 APPROVECHECKEDD BY EJC DATE.08/ 5�2006 126--0606 FILE AG183.S90 SCANNED SCALE. AS NOTED SHEET AG183.S5 D E T I H E E ' T 2" SQUARE OPENING CATCH ' BASIN . SPECIFICATIONS: FULLLY MACHINED f:RAME AND GRATE A A COAL TAR COATED NO ROCK GRAVE METAL USED US GRAY CAST IRON WHICH MEETS AND EXCEEDS ASTM A48 GRADE 30 H-20 LOAD RATING FRAME AVAILABLE IN 4". 6" AND 8" HEIGHT AND WITH 23 " SQ. 3 OR 4 FLANGES 1 2" 3,1 3 1 9"' PRODUCT DESCRIPTION SECTION A—A 45-2"SQ. LF22244, 24 f 24"X 4" 3 FLG. FRAME 62056 65172 2*-•x *" * FLU. FRe'.ME 1 82057 HS 28 In 24"X 6" 3 FLG. FRAME 62067 65175 14- 24"X 6" 4 FLG. FRAME 62065 65177 — rr 24"X 8" 3 FLG. FRAME 62064 INS 28 �1.5 TOP COAT 24"X 8" 4 FLG. FRAME 62063 1 65184 - 1/4"' 2„ 24"X 2" SQUARE GRATg 62104 65183 1 .5 r` BINDER, .COAT WEIGI IT. 3• FLG. 4 FLG. ____ _ _ ..._ 8„ -- - F FRAME-4" 205# 235# GRATE 21.§j . Zip „ 101AL 420E 450# i 33 /4 FRAME-V 235f 265E BITUMINOUS EMULSION TACK COAT AT THE RATE OF raAI — _ 2 L 215 1 GAL. PER 20 S.Y. SHALL BE APPLIED TO THE BINDER TOTAL 450# 480# COURSE PRIOR TO INSTALLATION OF BERM FRAME--8" 265# 295# GRATE . ., 215# 215; TOTAL 480# 510# CATCH BASIN FRAME AND GRATE -- RESERVED - BITUMINOUS " CAPE COD " BERM 30' MAX. PER POUR 1 /2 " PREMOLDED EXPANSION JOINT FILLER & CAULK. SPACE MAX, AREA 20 O.C. MAXIMUM ALL 36 S.F. I L EDGES TOOLED � �� ! � �4 " CONCRETE " 'EXPANSION AR ON SCORE SCE EXPANSION � /4 JOINT s' MAX. JMT JONT JOINTS — 1 It MIN. DEPTH ALL EDGES TOOLED D D " 6x6 W2.9xW2.9 W.W.M. IN 1:12 SLOPE 4000 PSI CAST IN PLACE v � CONCRETE N C R E T E 1/2" PREWXDED EXPANSION CONCRETE ' CONCRETE -JOINT FILLER & CAULK. SPACE CONCRETE FOR WALK d 30' S T OLE'"'"""I ALL p fl o o , Q o � � � � CAST IN PLACE CONCRETE 1/2" EDGES TOOLED W REINFORCING t/4" BROOM FINISH SURFACE 0 O 0 0 0 JMTS - 1" W. DEPTH 4„ CAST IN PLACE CONCRETE 0 Q 0 0 OO 0 o 0 0 0 � L Q ° -- ALL EDGES TOOLE0 o o . p s Q , p a o 6 AT DRIVEWAYS 0 0 0 0 0 `f ` ° -- EXc�r AT EXPANSION JMTS�5 °o A 0 COMPACTED GRAVEL BASE p --'IV U ;- 7v ,r> sKs/W2.9xW2.o W.WAL IN o v;°'"ao o'V IP; _ , a a 0 0 00 36 MIN. s „ ° v a«1 CONCRETE 'op. .Q. 'o•• a- 0 8" COMPACTED PROCESSED °- CAST N F"I.AC£ CONCRETE •� •per 0 O p 0 O 0 • � .U• c� ,.0,� W/REIf+FORCoNG o a GRAVEL BASE COURSE M.H.D. 00 •B�• p„ •q ' Ofl:O ,g �04 , SPEC'S - M 1.03.1 2" - 3" O 00 0 °0 000 0 +--� — COMPACTED GRAVEL BASE a COURSES 0 000 0 0 cCYf,. _jnO 0 SURFACE OF RAMP LEVEL 2" SUBGRAOE — COMPACTED SUITABLE NATIVE SOILS. LEVEL 1 LANDING F UNSUITABLE SOILS ARE FOUND. EXCAVATE LANDING La SIDEWALK AS REQUIRED AND REPLACE WITH GRAVEL EXPANSION AND SCORE JOINTS BORROW. MDPW SPEC'S TYPE "b". SLOPE TO DRAIN. � PARKING AREA P0RIZ0NTAL PROJECTION OF RUR TYPICAL SIDEWALK TYPICAL EXPANSION JOINT TYPICAL RAMP DATE NOTES / REVISIONS NOTE CONTACT DIG--SAFE PRIOR TO ANY 570 SILVER STREET — PROPOSED SITE PLAN EXCAVATIONS 1 -888-344-7233 INDEXED PLAN OF LAND IN THE CITY OF NOTE SUBJECT TO EASEMENTS, RESTRICTIONS �' ass AND R.0.1N.' S OF RECORD, IF ANY AND AGAWAM, MASACHUSETTS �� " °F APPLICABLE. ARD. f�3rl 1 HAMPDEN COUNTY — PREPARED FOR 10/19/2006 REVISED AS PER MEMORANDUM FROM DPW DATED 10/17/2006 DELAI !i NE V FORISH CONSTRUCTION CO/IrfPANY. INC. 11/02/2006 REVISED AS PER MEMORANDUM FROM OPW DATED 11/01/2006 38;f78 � aF DURKEE, WHITE, TOWNE AND CHAPDELAINE CIVIL ENGINEERS AND LAND SURVEYORS 356 FRONT STREET CHICOPEE, MASSACHUSETTS — 01013 PHONE (413) 592--5164 NOTE - CONTACT THE TOWN OF AGAWAM, ENGINEERING DEPTARTMENT DRAWN BY EJC DRAWING No. AT (413} 821--0628, FOR INSPECTION AT LEAST 24 HOURS BEFORE CHECKED BY DATE:08/ 1 5/2006 12 -�OfiO 6 SHEET 6 OF 6 APPROVED BY EJC SCALE: AS NOTED f NOTE: All plantings must be maintained and that portion of the public way abutting the parcel and including the tree-belt shall be maintained in a safe attractive condition by the owner. 4y . I. o �<M1I LAWN see l' EXISTING ARBORVITAES 46040$�4 Ip I • ;� TO REMAIN LAWN EXISTING PINES TO REMAIN tXiti ta I IN MAh'LtS. TO REMAIN ` _1 A .,� EDGE OF PAVING _ 9 3 9 9 9 �3 LAWN i rj i LAWN D EXISTING PAVED PARKING e � B . � g 3 ® � g � 3 EXISTING MAPLES TO REMAIN ws.. LAWN r � � • r § b LAWN xz LAW"- PLANTING KEY I co JUNIPER PHITZER COMPACTA 19 { F a , p �, 2 --- FLOWERING CRAB 2:, CAL. x 3 - - ERIE VIBURNUM 24"-30" LAWN C�jje ,.. 4 —— RED MAPLE — UPRIGHT 2.5" CAL- 12" ABOVE GRADE 1 a 5 -- RHODODENDRON o EXISTING PLANTING ® EXISTING _ z TO REMAIN TRANFORMER a 4 Q LAWN w 0 4 x _� o EXISTING PLANTING OO ISLAND TO REMAIN �o, 6 -- COLORADO SPRUCE 5'- 6' ca d+ EF w c� x � LAWN �• `� H / 7 — — PACHYSANDRA AND MYRTLE r W •a;y [AWN A 8 - - L.P. SPIREA 29" 9 -AZALEA LAWN R: 1430' -- / L: 323.14' APPROVED BY 10 t HOLLY £ AG.A WAM PLAN Nj'q G BOARD S 6104 9'-30" w 1 r VERIGATED DOGWOOD Date 6L) c? o2Z>b4 SILVER STREET s 41°-09';20" W 12 �► -- MICHAEL DODGE VIBURNUM 24"-30" 22.51 REVISIONS BY DATE DRN. BY DATE SHEET N0. THIS DRAWING CONTAINS COPYRIGHTED MATERIAL AND IS THE PROPERTY OF FORISH CONSTRUCTION ATE Millenium Press SITE PLAN COMPANY, INC. IT IS SUBMITTED FOR YOUR SPECIFIC sP 10/ ., Silver Street PLI USE AND MUST NOT BE COPIED OR DISTRIBUTED TO CHK. BY D DATE ' ` OTHERS. UPON REQUEST, THIS DRAWING MUST BE E.Q.F. Agawam , MA RETURNED TO FORISH CONSTRUCTION COMPANY, INC. CONSTRUCTION Co., Inc. SCALE: 1 " = 20' JOB I:05 I i� 80'--0" Aar I 50'-0" "STAR DURA-RIB"STEEL WALL PANELS CV kN i 009 25'-0" 5 " I 20 RRIO ¢ r' UP Ii I l`cI, ',� 6"-18 GA STEEL STUDS @ 16'O/C I I t WI 1/2"GYP BD. PER SIDE 008 ) I r ALUCA BOND PANELS � I IQ 7 EDGE OF SECOND FLOOR I TYPICAL EGRESS STAIR#2 ENCLOS RE I IM EDGE CANOPY f 3 5/8'-20 GA STEEL STUDS @ 16"O/C W/5/8'GYP N I BD. PER SIDE I cv ONE HR.RATED ENCLOSURE 007 o I FRAMING TO BE CONTINUOUS TO UNDERSIDE OF `V ROOF DECK[SEE DETAIL SHEET A-11] II I00 - _ — 4 Ii 8 � II OP OF SLAB ELEVATION 100'-0" I I ! II 4"CONIC,SLAB W/WWF I I" o VAPOR BARRIER 1 141 O I EXISTING 8"GRAVEL BASE B Q �OP OF SLAB ELEVATION IOW± I I N I A-4 Q I I • 1 � o Elf Ell I � aas I i b II I� o I TYPICAL EGRESS STAIR#1 ENCLOSURE I� o I 3 5/8"-20 GA STEEL STUDS @ 16"O/C W15/8'GYP o a BD. PER SIDE 24'-2" i t N O ONE HR. RATED ENCLOSURE �� " `- FRAMING TO BE CONTINUOUS TO UNDERSIDE OF 79-2" ROOF DECK[SEE DETAIL SHEET A-111 I I I i IQ k 6'-11" o I loo 4 0 I 2 2 005 O I I TYPICAL STAIRS $" EXIT I ,` 13'-�7" I I SELF SUPPORTING STEEL STAIR E I! AND PLATFORMS x I WITH COUNTER 4'AFF 1 I 20 RISER STEELIPAN STAIR @ T"MAX RISE C� 1 c 10 TREADS @'il"RUN PLUS 1"NOSING C7I 40'_0' II 59-0. GJ I ^+ 1 1W DIA.HANDRAILS WI EXTENSION$ cOqI ALUM.STORE F'RON I I j180TH SIDES] r ¢ I I I VESTIBULE SYSl E=M [FABRICATOR TO PROVIDE SHOP DRAWINGS] AND GLASS WALL I I THREE LOCATIONS to 1 N I I II 4" I II —_—_ 5-0 Lu 6 2'-6"RADIUS J i TEEL LIME — — UP 6"- 18 GA STEEL STUDS @ 16"O/C W1 112'GYP BD.PERm I I I I I o I I I IDE 6'-0" " 002 CD ALUCA BOND PANELS m r 20 IR 7 o :� I I I I I !I 025 UP 5' 0" _ C.7 — — — 027Ln 2 15 " �/ 12 11 " �'-0" 5'_6" 13'-0 39 -8 STEEL LINE I 004 �O 14'-0" 20'-4" L IIL 20'-0" EDGE OF SECOND FLOOR W 0 (C E F Q A EDGE CANOPY B Q EDGE CANOPY Q 6"- 18 GA STEEL STUDS @ 16"O/C 6"-18 GA STEEL STUDS @ 16"OIC 0 f a W/112"GYP BD. PER SIDE STEEL LINE WI 1/2"GYP BD.PER SIDE RIBBED PANELS ALUCA BOND PANELS 49'-IY 50'-0" i FIRST FLOOR PLAN REVISIONS BY DATE DRN. BY DATE SHEET NO. THIS DRAWING CONTAINS COPYRIGHTED MATERIAL 1 REDUCED LENGTH OF BUILDING sPrz�ros AND IS THE PROPERTY OF FORISH CONSTRUCTION Millenium Press FIRST FLOOR PLAN COMPANY, INC. IT IS SUBMITTED FOR YOUR SPECIFIC �p Qe�ommffmmmn�e�o Silver Street A 1 USE AND MUST NOT BE COPIED OR DISTRIBUTED TO CHK. BY DATE „ OTHERS. UPON REQUEST, THIS DRAWING MUST BE E.J,F- Agawam, MA RETURNED TO FORISH CONSTRUCTION COMPANY, INC. CONSTRUCTION Co., Inc. SCAM; 1/8" = 1'—O" JOB : r1e E ! ■ a f� 1 " 50'--1 " "STAR DURA-RIB"STEEL WALL I PANELS 26'-0" aU8 c TYPICAL EGRESS STAIR ENCLOSURE 1 " 3 518"-20 GA STEEL STUDS @ 16"OIC W/5/8"GYP BD.PER SIDE I ONE HR.RASED ENCLOSURE i o ., - FRAMING TO SE CONTINUOUS TO UNDERSIDE OF .I _1 6"-18 GA STEEL STUDS a 16"010 ROOF 13ECK °0 k W1112"GYP SC.PER SIDE 23 I ALUCA BOND PANELS v I EDGE OF CANOPY ABOVE LO I f` ■ CN 20 R ! EDGE CANOPY DN o II D < 22 I ' ! O11 ! --- 5-10' � I I 21 I B ! A-4 { ! 0 1 I o f 4"CONC. SLAB W1 WWF a i I ON STRUCTURAL DECKING is SEE"PLANS BY STAR" 3 518"-20 GA STEEL STUDS @ 16" ! { iN OP OF SLAB ELEVATION 111'-4" O/C W/1/2'GYP 8D.PER SIDE TO I o UNDERSIDE OF ROOF DECK 20CD 04 I I 5'-10" 4'-2' 10'-T = 14'-7" ! o in RAILING SYSTEM ! °O 4 C0 s, � OPEN TO LOBBY ! o TYPICAL EGRESS STAIR ENCLOSURE Ln � � BELOW I EDGE OF CANOPY ABOVE 3 5/8"-20 GA STEEL STUDS @ 16"O/C W1518"GYP I Ir. BD. PER SIDE O ONE HR. RATED ENCLOSURE cs cA FRAMING TO BE CONTINUOUS TO UNDERSIDE OF I 5'-0" ! 0 w ROOF DECK LL A �- -- 20 R EDGE OF WALL BELOW o a ¢ A-4 ^ N c m 5'-0' — PARAPET WALL ABOVE o J� 2'-6"RADIUS 6"-18 GA STEEL STUDS @ 16"OIC oin W/1/2"GYP BD.PER SIDE A ALUCA BOND PANELS EDGE OF WALL BELOW I // I o 12"-14 GA STEEL STUDS BOX HEADE11 " 0 5'-0" ca // 24 BARRELR OTBARRE BS-SPAN FROM 7. 39'-s" 1 fi 17 A B C.T EDGE OF CANOPY ABOVE [) 80'-0' n F B"-18 GA STEEL STUDS 016"O/C WI 112"GYP BD.PER SIDE 6"- 18 GA STEEL STUDS 16-OIC ALUCA BOND PANELS W/112"GYP BD.PER SIDE RIBBED PANELS 1 50'-1j" SECOND FLOOR PLAN REVISIONS BY DATE DRN. BY DATE SHEET NO. THIS DRAWING CONTAINS COPYRIGHTED MATERIAL s 1 REDUCED LENGTH OF BUILDING SP 127106 AND IS THE PROPERTY OF FORISH CONSTRUCTION Millenium Press SECOND FLOOR PLAN COMPANY, INC. IT IS SUBMITTED FOR YOUR SPECIFIC Sp 07/10/06 -41 111- Silver Street A 2 USE AND MUST NOT BE COPIED OR DISTRIBUTED TO CHK. BY DATE OTHERS. UPON REQUEST, THIS DRAWING MUST BE E.J.F. Agawam, MA RETURNED TO FORISH CONSTRUCTION COMPANY, INC. r Is CONSTRUCTION Co., Inc. scALE: JOB #: OS 6"GAP FLASHING 6"CAP FLASHING 6"- 18 GA STEEL STUDS @ 16"OIC 6"- 18 GA STEEL STUDS(Q 16"O/C BY ALUCA BOND BY ALUCA BOND W/112"GYP BD. PER SIDE ALUCA BOND PANELS W/ 1/2"GYP BD.PER SIDE RIBBED PANELS fs:r MILLENNIUM r%f;' %s's'ifsN,f;rsfs %%sti, s.;f,f 2'-6"RADIUS 6"-18 GA STEEL STUDS @ 16"O/C W1 1/2"GYP BD, PER SIDE ALUCA BOND PANELS sN,r ,r,f„fS•, ff!' ;f r, ,d_ �f'; S;Js ;ff/ s J + f 4ifi r,lr irNfr+ fn'rr r,Siif f'N/r.r +/f!i 'i ffi' r,t fi'r ,rr.,, r .•.JF'i: s'S%+ %:';�';: 'Y ff r, rf,f„ ;I :'%l i�, f/,d r:+/r S'1 SJf:.:f� %:f d%f 'f fS;f .r4.,r :%f5%fr„ fa,r•r, r "f� flfif f,/ff /rf,Jr, ffi/f„'fr'fd'I /rfN%+iS r /J NiN ff�fN'fN +/rS%/r, rfs1,%iffir ifr/f++rfN'N "''�r f,'N !ji;•, I''rrr' s„ ,fN r/frr fl ,r,I f r i/i�' 'i Mr/NfN ff iN' �I rN r+•iNf+, '�4 r,r li/+ '>,4f ffiiifi riyi �'.'r f •ffi%%fdfJiir %4;f;: f,.f �'fNJ' :%jff'r,';f ',Sd,%%if'•//fn %ii::ffd rrS�, •i,'..�f"'JN f::ff•'f:9;, f,f r.�.J ri,'1f.S,ir 1,�fN<S,fir% � f r,u,'r•f/•fi iry•fi:fr;r fr Jf%'r�f1 f.fff,J'.,, %�fi45,fff f;'' i J f f.r /. r,,;;.f; N r;,11r,r, fiffr •t I %f", ;•J::;1:: :firJ''rf: f. :., •�';rf;;;, -;Ir::fN, j,,.t;,,,•;f.,7, ,ffNyr,.. .';:d:4i rr;r�ffiffrfi fsN,.,+r'J,+f, f:N.,r',::'' ii„,;;ff;fl, ;.','fffsf;5:f '''%"S;S;� .�•�.• •irrf:S/:, ;r.f„/ ,,ff;, f;;f, ff, , �,rf, Jrr ;%1'd, � Sdff;;f�f%f %:r f�ff%�. FRONT ELEVATION 6"- 18 GA STEEL STUDS @ 16"O/C 6"CAP FLASHING SIGN BY OWNER W1 I!Z-0.1'r DD. 1-GR 310M DY ALUCA DOND ALUCA BOND PANELS ' i,,, ss s s sf N;,rf+ ;%sf,rs , ;;fr<J% •;/�%;;', s;,,, rrsf;;r;f+r f ;,d;:/ ,;Jrsf, •iN ffirffrfif 4 + ,l r r/ ifr/ , '+ffifffif ii;,,ii;�i S%! ''ffiff j f N'i Jf iar, '',j r /f lr:iii''fffff:' ffij/ i'fr f'ff f'rf r %fJ,rrr/firf f'fiifr d!f':fiii it ✓� ,.fry, N%+Jff!J ''/jii r f J•if r ,ram rr f r'if✓fi/ ,r% Nf✓rf p r iJ f ri% fffrr ,/ i ff iJ' i/,fi i ,f r ";i r fi a r '%;f fir f S rri•r. d frifr '4 r, r j . .rr r rr.,rir f'rr/ 'J,fi/ ,f r ffff;f;;,/,. rf,rr .i•Jr +fF;r,r f;J,Nsf ;f:%;rrff ff , r r�'f • / r (( r�5S( fiir fir !'ffi N f/ •r d, +'S•" +fr, /r 'fi,J/ri rr% , rri/ 'ff•i r% / MILLENNIU f-J,r •.r� r ,, ,r:,r,r r ,,;;,,,, ;Nf, ��s;;; ,::; ' f+,J.„ rf„/:, r+/NJ SJi%f� r/N i rr �+N N r,I/N S�fiS.,' �ifSfifSr'ii fiS,Nrr'1rf r fffifiJJ�if� ,/•r/ r rr/r +iN fi i'l'SiS!iJ rfffJrr/,,,r, lfil; rrfri.;!'t;J, s,J„rfl�,r, .,r.rf,.r, f':i% :'f:rr�ff ..f,, .J:�ON, f:,','::%;:ff;'; �%:f,',/ %.rrrfr, r:irrJ ',f,r;rr+f,•:%r %rJ{.i f ff%':J�iS /fir:, %:JSrf/:fff rrN�N / "ffl� ,f /• ri •i •:f:Sl� 'i./,rfrf:if r,�,f l i;f, �fr,,.;riiS�:, :f f rr " fy�f�:%ff�:/ 2'-6"RADIUS 6"-18 GA STEEL STUDS 16"O/C W/112"GYP BD.PER SIDE ALUCA BOND PANELS 'f,,,ff ;fi; rrffr•ff%, `,f,:; %fNss4f, f;:jr• -%f'sr', EXISTING STEEL SIDING f sfN, s f,r N% 'il , sr ,r ;;s',,-' l, ,f %s;Jr„sJ;f s„ ,/-•; ';;fiffN ss%%, ,,s, ' n'sr, q s , 'N',r %s•, t s'; ;J %;;l%ss:,if s;%.gf,,,rrr ;'f'r r., ,NS✓ r fa•^,if, ,.,ff;,,rr f.,,rf„ ;;fSf%;:L :;ff:;5f;%S;%'s, f J:;l,r fs%4r,N'r rf ., r.,f r.4 r,ri r fr a r .f• nf, ,.Nit fr z;J d:r ;f f rf. ;.�.rr i"::;if;:'r: iiiS f�, / •3 r ' !Ni//fIN r,,, w,Nf'f�Niir �iNrirrl,Jfi r/+iir riNr/r,f iirfrr 'if ffJ 4rfN,rrrrJi r ,rri+" d F •if rrr,r„ / rj r / Ni r'irr�f '' frrr,f,r fi rr r •ii:✓:%%ffi N Nr •��'tt�+ r,'fN:f ,r r4 , �:%% f;;f: :ff „ S.'a�%'%i r,./rr�1 f: ':.r; ;frf::r,.;fr, ff;.,+r, %%f,,,.f.+�f,�l�i' /N Nf'fiNr,.� r r ffp�' �iHNffNfff r/r iN''f i �ff Jif rN r if iS"i: �ifA,r, rf r i Sr 'f+f:J f�:fii:i%�':.�.: ,,,lff f,. ,r„�ff„r ,r, .ar.% %sfr;,rr.✓f 4, ,r,lJjrrJd,r ';f'f%;'•'�:J:;,'. f:'�,rf,,r„ ;:,'ff%:f;=.'f %f%%' J%f,:./rrf/, f,'lf;;;f•'�f; ''f r i ii✓, Irr,,.�if ri I', ^ffirr:f j J /rf r,f; ri'' ,�'fi'1 irr �f'S ''�'f rr/ :,ff�', .J,1,rf:,'iJ f j��;%,:i-',%'. +yN�df RIGHT SIDE ELEVATION -�-- 41L= -4 A 6"-18 GA STEEL STUDS @ 16"OIC W1 1/2"GYP BD.PER SIDE 6"CAP FLASHING ALUCA BOND PANELS FLASHING, COUNTER FLASHING, BY ALUCA BOND AND BACK PANELS BY"STAR" �_0 6" I J I I 1 1111 1 1� III I I i ` I o � N p 2`-6"RADIUS N 6"-18GA STEEL STUDS @16"O/C I `Q W1 1/2"GYP BD.PER SIDE ALUCA BOND PANELS 6"-18 GA STEEL STUDS @ 16"O/C W1 112"GYP BD.PER SIOE EXISTING STEEL SIDING RIBBED PANELS LEFT SIDE ELEVATION "STAR DURA-RIB"STEEL WALL PANELS I "STAR DURA-RIB"STEEL WALL PANELS 6"CAP FLASHING ADDIT*N EXISTING BY ALUCA BOND GUTTER AND DOWN SPOUTS BY"STAR" 0 al �o I CV EXISTING STEEL SIDING LLEA� 7 C7 I ' 00 REAR ELEVATION i REVISIONS BY DATE DRN. BY DATE THIS DRAWING CONTAINS COPYRIGHTED MATERIAL SHEET NO. REDUCED LENGTH OF BUILDING SP 7127106 AND IS THE PROPERTY OF FORISH CONSTRUCTION SP 08/08/0 Millenium Press EXTERIOR ELEVATIONS COMPANY, INC. IT IS SUBMITTED FOR YOUR SPECIFIC • Silver StreetA - 3 USE AND MUST NOT BE COPIED OR DISTRIBUTED TO CHK. BY DATE �. � OTHERS. UPON REQUEST, THIS DRAWING MUST BE .J-�. Agawam, MA RETURNED TO FORISH CONSTRUCTION COMPANY, INC. CONSTRUCTION Co,, Inc. SCALE: 1/8" =1'-0" JOB #: 05