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8051_SITE PLAN- F.L. ROBERTS- MAIN ST. S i +e Pkan Fit . 2o�F s Main S}fit q a14 7TS IIEIr28/9 1 I'l l: 10: 07 I':1\ !17R143"Y F I. ROBERTS IFS u o I F. L. R.OBERTS AND COMPANY Me III o Debbie Dachos Dart: Sepleynber28, 190Q APAW'1111 Planning Board [Ofllk,ch!ilis Rc: 624 Main StreetSite w___�_.—•-- — Redevelopment 1�.1... R(Avrts an-3 Companv, Inc. respectfully rquests to the Planning Board that oiir item on 1�e Sepik,mlvr 30, 1999 agenda lx•removed. We apologize for any inconvenience this may cause the Board. "Thank you. I NnBT OFF'ICI, IlOX i�)6:I .4-PkIN61't1iLD, 1.4AtiSA(',itl!S1;TTS QI1VI .413/781/74.14 0 . go5l TowN of AGAWAM O� 9 INTEROFFICE y MEMORANDUM D MAy To: Planning Board CC: File, VHB, John P. Stone, DPW Superintendent, From: Engineering Date: August 24, 1999 Subject: Site Plan - F.L. Roberts Gas Station - Main Street - SP 320 Per your request dated August 19, 1999, we have reviewed the plan entitled "Gas Station/Convenience Store, 634 Main Street Agawam, Massachusetts" prepared by Vanasse Hangen Brustlin, Inc. of Springfield, MA, dated 7/29/99, last rev. 8/12/99 and it is ready for the Board's signatures. Sincerely, cj�l Jennifer T. Grabowski James T. DaleTP�E. Civil Engineer II Town Engineer bAengineerlsiteplanlsp320 6.wpd • 0 Town of Agawam f i h 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Department FROM: Planning Board DATE: August 19, 1999 SUBJECT: Revised Site Plan - F.L. Roberts - Main Street Please review and comment on the revised Site Plan for F.L. Roberts on Main Street to be sure it is ready for the Board's signatures at the September 2nd meeting. Thank you. DSD/jq Transportation Land Development • Environmental • S e r v i c e s • imagination innovation energy Creating results for our clients and benefits for our communities August 12,1999 -Vanasse Hang mstlin,-Inc Ref: 0620700 Charles R.Calabrese Chairman,Agawam Planning Board Town of Agawam 36 Main Street Agawam,MA 01001 Re: F. L. Roberts Gas Station/Convenience Store 634 Main Street Agawam,MA Dear Chairman Calabrese: On behalf of our client, F. L. Roberts, and in accordance with your:orrespondence dated August 9, 1999,we are pleased to submit for your review and approval three sets of revised site plans for the above referenced project,approved by the Board on August 5,.1999.The revised plans incorporate comments made by the Agawam Engineering Department in an Interoffice Memorandum to the Agawam Planning Board dated August 5, 1999. The following plan revisions were made to address the town's comments. 1) The proposed 12" town watermain in East Main Street has been added on Sht C-5, Landscape notes 12 and 13 have been added to Sht C-4, indicating responsibility of shrub maintenance to be performed by the landowner and no planting of trees in the public right-of-way by the landowner. 2) The sewer service connection for the proposed convenience store shown on Sht C-5 has been revised,and a note added to reuse the existing sewer service from the house to be demolished. 3) Sht C-5 has been revised to reflect the connection of CB2 to the State system at CBS. 4) The town's standard details for trenching and pavement repair have been added to Sht C-7, 5) The town's standard detail for new aprons and concrete sidewalk has been added to Sht C-6. 6) No action taken.Comment numbering was out of sequence. 7) All curbing located within the town's right-of-way has been revised to vertical granite curb. This change affects the section of curbing located on Lealand Avenue west of the F.L. Roberts curbcut. Curbing within the State Highway layout will remain as approved to match the existing curbing in place. 8) The requested note has been added to Sht C-5. 505 East Columbus Avenue Springfield, Massachusetts 01105-2556 413.747.7113 n FAX 413.747.0916 email: info@vhb.com \\\062D7\doaVetters\9-13-99 Mdoc www.vhb.com Charles R. Calabrese Project No,: 0620700 July 29, 1999 Page 2 We trust our responses satisfactorily address the town's comments, and the revised plans will meet with your approval. Please do not hesitate to call John Furman or me should you have questions. Very truly yours, V ASSE HANGEN U LIN,INC. ames L Fuda, PE Senior Project Manager CC: Jeff Pechulis-F.L. Roberts File %06Z07\does\]etters8-13-99 PBAd Town of Agawam i 36 Main Street Agawam, Massachusetts 01001-1837 c� Mpy� Tel. 413-786-0400 Fax 413-786-9927 August 9, 1999 CD f� _ • r Steven Roberts F.L. Roberts & Co., Inc. 93 West Broad Street Springfield, MA 0 110 1 Dear Mr. Roberts: At its duly called meeting held on August 5, 1999, the Agawam Planning Board voted to approve the Site Plan entitled: " F.L. Roberts, Main Street, Agawam, Massachusetts, Site Plan Review Amendment, Layout, Materials and Landscape Plan" prepared by Vanasse Hangen Brustlin, Inc. and dated July 29, 1999 with the condition that the comments contained with the Engineering Department memo dated August 5, 1999 and attached must be addressed. Three (3} sets of the revised plans must be submitted to the Planning Board for its signatures. If you have any questions, please contact the Planning Office at 786-0400, extension 283. Sincerely, At,) Charles R. Calabrese, Chairman Agawam Planning Board cc: Clerk VHB Engineering Building File TOWN OF AGAWAM INTEROFFICE y MEMORANDUM To: Planning Board CC: File, John P. Stone, DPW Superintendent From: Engineering Date: August 5, 1999 Subject: Site Plan - F.L. Roberts Gas Station - Main Street - SP 320 Per your request dated July 30, 1999, we have reviewed the plan entitled "Gas Station/Convenience Store, 634 Main Street Agawam, Massachusetts" prepared by Vanasse Hangen Brustlin, Inc. of Springfield, MA, dated 7/29/99, and we have the following comments: I. The Town plans to construct a new water main along Main Street in front of the project site. F.L. Roberts should assume responsibility for replanting any shrubs that are planted within the public right-of-way and disturbed during the water main construction. No trees should be planted within the public right-of-way. 2. The proposed convenience store should use the existing sewer Iateral if possible. 3. The catch basin (CB5) that the applicant proposes to tie into is part of the State drainage system. Approval from the State is necessary for this connection. The catch basin (existing CB2) along Leland Street, which accepts some of the flow from the site, is presently connected to the sanitary sewer system. We request that the applicant tie this catch basin into CB5 at the same time that the other site drainage is tied in. 4. A State curb cut permit is required for the curb cut on Main Street. Also, State and Town permits will be required for sawcutting the existing roads. The plans should show a trench repair detail (for possible cases where utilities are placed in the Town layout). 5. All concrete sidewalks within the public right-of-way should have a cross pitch of 1/4" per foot as per the Town of Agawam DPW Standards. r August 5, 1999 SP-320 FL_RntrA. Page 2 7. All curbing within the public right-of-way should be vertical granite. 8. The following note should be added to the plans: "Prior to installation of any sewer, water or drainage Iines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275. No piping/appurtenances will be installed or backfilled without the permission of the division". PIease let us know if you have any questions. Sincerely, l� I V Jennifer T. Grabowski James T. Daley, P.E. Civil Engineer 11 Town Engineer h:lengineerlsiteplanlsp320_4.wpd '! TOWN OF AGAWAM F INTEROFFICE _ q, MEMORANDUM °Ro�Py� To: Planning Board CC: File, John P. Stone, DPW Superintendent From: Engineering Date: August 5, 1999 Subject: Site Plan - F.L. Roberts Gas Station - Main Street - SP 320 Per your request dated July 30, 1999, we have reviewed the plan entitled "Gas Station/Convenience Store, 634 Main Street Agawam, Massachusetts" prepared by Vanasse Hangen Brustlin, Inc. of Springfield, MA, dated 7/29/99, and we have the following comments: 1. The Town plans to construct a new water main along Main Street in front of the project site. F.L. Roberts should assume responsibility for replanting any shrubs that are planted within the public right-of-way and disturbed during the water main construction. No trees should be planted within the public right-of-way. 2. The proposed convenience store should use the existing sewer lateral if possible. 3. The catch basin (CB5) that the applicant proposes to tie into is part of the State drainage system. Approval from the State is necessary for this connection. The catch basin (existing CB2) along Leland Street, which accepts some of the flow from the site, is presently connected to the sanitary sewer system. We request that the applicant tie this catch basin into CB5 at the same time that the other site drainage is tied in. 4. A State curb cut permit is required for the curb cut on Main Street. Also, State and Town permits will be required for sawcutting the existing roads. The plans should show a trench repair detail (for possible cases where utilities are placed in the Town layout). 5. All concrete sidewalks within the public right-of-way should have a cross pitch of 1/4" per foot as per the Town of Agawam DPW Standards. August 5, 1999 SP-320 F.L. Roberts Page 2 7. All curbing within the public right-of-way should be vertical granite. 8. The following note should be added to the plans: "Prior to installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275. No piping/appurtenances will be installed or backfilled without the permission of the division". Please let us know if you have any questions. Sincerely, l I1, T. 0--ki Jennifer T. Grabowski James T. Daley, P.E. Civil Engineer II Town Engineer h:Iengineerlsiteplanlsp320_4.wpd MEMO To: Planning Board From: Sgt. Donald Galler - S Subject: FL Roberts - 634 Main Street Date: August 4, 1999 On October 1, 1998 a site inspection of 634 Main Street was conducted, my findings are as follows: Roadway - Main street is a paved asphalt surface running in a north/south direction. The road is approx. 40 feet wide, with 12 foot travel lanes and 8 foot breakdown lanes. The road is a heavily traveled primary road and has commuter traffic flow in the morning and afternoon. Lealand Ave is a residential side street. It is a paved asphalt road approx 24 foot in width and runs in an east/ west direction. Visibility- There is good visibility on Main Street northerly to route 57 a distance of approx 4/1 Oths mile and southerly past Agawam Center. Lighting - There are street lights in close proximity to the site. Traffic Controls - There are no parking signs posted on both sides of Main Street and parking is prohibited on Main Street. The posted speed limit on Main Street is 35 mph. There is an automated traffic control approx 1/10th mile south of the site at Main Street and School Street. Lealand Ave has no posted speed limit and parking is allowed on Lealand Ave. Sidewalks - There are sidewalks on both sides of Main Street. There are no sidewalks in the area of the site on Lealand Ave. School Zones - The area of the site is located in a school zone and is across the street from Phelps Elementary School. Playgrounds - There is a playground to the rear of Phelps Elementary School and the Agawam Little League Fields are approx 3/10 the mile from the site on School Street. Parking - The site plan calls for 9 parking spaces with one reserved for handicap parking. This is in compliance with the Town of Agawam Parking Ordinance. Traffic Unit Impact Estimates - none provided Other - The proposed sidewalk on Main Street is a definite improvement over the current sidewalk and should increase pedestrian safety. Oo Owner / Appl Locus Map 0 1000 MW Feel F.L. Robt .1 W 93 West F roc Springfiel 1, (413) 781 74 CN JAME L '0, FUDA �' �� '• , • CIVILNo.31194 •✓i x GISTE 0.NAL E� t#)Iq% STAMPED FOR ALL EXCEPT C--3 0 0 Town of Agawam ► 11 MI 36 Main Street Agawam, Massachusetts 01001-1837 D Mayes Tel. 413-786-0400 Fax 413-786-9927 MEMO T0: Building inspector, Engineering Dept., Police Dept., W e Dept. FROM: Planning Board DATE: July 30, 1999 SUBJECT: F.L. Roberts - Main Street Attached for vour review and comment is a detailed Site Plan of the F.L. Roberts proposal for Main Street. The Planning Board will be reviewing this Site Plan at their August 5" meeting. CRC/DSD:prk AGAWAM i I4'E DPARWE� '4T yaw,A,L DA •.wtr^r.�+��a SIG r - -- • 0 1 - - AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: Deborah S. Dachos DATE: August 4, 1999 DATE RECEIVED: July 29, 1999 DISTRIBUTION DATE: July 30, 1999 PLANNING BOARD MEETING DATE: August 5, 1999 APPLICANT INFORMATION 1. Name of Business: Agawam BP Address: 634 Main Street, Agawam, MA 01001 2. Owner: F.L. Roberts & Co., Inc. Address: 93 West Broad Street, Springfield, MA 01101 Telephone: (413) 781-7444 3. Engineer: Vanasse Hangen Brustlin, Inc. Address: 101 Walnut Street, P.Q. Box 9151, Watertown, MA 02471 Telephone: (617) 924-1770 PLAN REVIEW Scale: 1"=10' Date: July 29, 1999 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: The submitted plan is the same plan approved by the Planning Board on October 15, 1998, with the exception of the location of the islands. The applicant proposed to maintain the existing fueling islands. Site Plan Review Page 2 Description of Site: Site is presently fully developed with existing gas station and single family residence. Provision for Traffic Flow: Traffic flow through the site is revised from the present condition. The curbcut for the house is proposed to be eliminated. The curbcut to the gas pumps from Main Street will be changed from a diagonal entrance to a right angle, improving visibility. The sidewalk will be separated from the parking lot with a planted area. On the south side of the site, a concrete sidewalk will be installed which will be visibly distinct from the bituminous parking lot. Parking: Nine spaces are being shown in conformance with the approved plan. Drainage: See attached VHB letter. Public Utilities: Unchanged from the approved plan. Landscaping/Screening and Buffers: Unchanged from the approved plan. Sign Location: Unchanged from the approved plan. Exterior Lighting: Unchanged from the approved plan. Rendering or Elevations: Not provided. See VHB letter. Dumpster Location: Unchanged from the approved plan. Other Comments or Concerns: Transportation Land Development • Environmental • Services imagination I innovation I energy Creating results for our clients and benefits for our communities July 29,1999 yaasse-Hangen Rrusffin, nc Ref: 0620700 Charles R.Calabrese Chairman,Agawam Planning Board Town of Agawam 36 Main Street Agawam,MA 01001 Re: F.L.Roberts Gas Station/Convenience Store 634 Main Street Agawam,MA Dear Chairman Calabrese: On behalf of our client,F.L.Roberts,and in accordance with your correspondence dated July 23, 1999,we are pleased to submit for your review and approval ten sets of amended site plans and one set of drainage calculations for the above referenced project,previously approved by the Board on October 15,1998. The revised site plans reflect revisions proposed in a Conceptual Plan dated 7/1/99 prepared by VHB and presented to the Board by a F.L.Roberts representative on July 22,1999.The existing refueling facilities and concrete pad will be retained as part of the redevelopment,and necessitate revisions to the proposed grading and drainage systems of the site. The submittal conforms to the requirements set forth in Section 180-13 of the Town of Agawam Zoning Ordinance with the exception of the following: • Item 3(0-Drainage:Previously submitted plans reflect a connection to the Town of Agawam storm drainage system in Main Street,which is maintained in the revised plans. It is our understanding after conferring with a representative of the Agawam Engineering Department that drainage calculations and storm drain connection permits for developments under one acre in area are not required. However,the drainage calculations are being submitted for your reference. Item 3(k)-Renderings or elevations:The proposed building's appearance has not changed as a result of these revisions. Elevations submitted to the Board,as part of the initial submittal,would remain current based on input provided by F.L.Roberts. We look forward to working with the Board and the town staff to b i this project to fruition and, begin construction as scheduled.Please do not hesitallo uld you have any questions: Very truly yours, r VANASSE HANGEN BRUSTLIN,IN John Furman,PE Project Engineer �}I .�� ' i 505 East Columbus Avenue Springfield, Massachusetts 01105-2556 413.747.7113 % FAX 413.747.0916 email: info@vhb.com \\\06207\does\1etters\7-29-99 Mdm ,_ www.vhb.com 7- _y, No. Revision Date Appvd. Deslgned by Drawn by Checked by CAD checked by Approved by Scale 1n-10' Date 7/01/" Project Title ' SPILT RAIL FENCE F.L. Roberts Main Street Agawam, Massachusetts Issued for Planning Board Approval -- Drawing Ptle I. 5' Conceptual ' WALK Layout { ,,� Drowing Number Ns � f rC- 1a Sheet of la 1 Project Number 06207.00 11maRpf\l"jecta1062071aa&d\=cept 7-1-991062071m.dwg i Transportation Land Development Environmental S e r v i c e s 505 East Columbus Avenue Vanasse Hangen Brustlin, Inc __ Springfield,Massachusetts 01105 413 747-7113 FAX 413 747-0916 Transmittal To: Deborah Dachos Date: August 3,1999 Director of Planning and Community Development 36 Main Street Agawam, MA 01001 Project No.: 0620700 From: John Furman,PE Re: F.L. Roberts Enclosed please find one copy of the storm drainage calculations to accompany revised site plans for the F.L. Roberts development on East Main Street,for your records.The revised plans were submitted to your office on July 29, 1999. Please do not hesitate to call should you have any questions or need additional information. AUG 0 4 1999 Pt �111`tif,ti���t ° 't ' \\\06207\dots\Transmittals\Deborah Dachos.doc Drainage Claculations 1 Proposed �� r AU6 0 4 1999 F.L. Roberts P l ;`.;01 BOARD- 1 Lkv 1 Agawam 1 Massachusetts Prepared for F.L. Roberts Springfield, MA Prepared by VMNanasse Hangen Brustlin, Inc. Springfield, Massachusetts 1 1 1 t� OF JAMES L RIDA WX ND.31194 FSS�ONA' nor`�FCIST �. ' -71 z-'? /9� ' Transportation Land Development ' Environmental S e r v i c e s 505 East Columbus Avenue Vanasse Hangen Brustlin,lnc Springfield,Massachusetts 01105 ' 413 747-7113 FAX 413 747-0916 1 1 Memorandum To: Agawam Department of Date: July 29, 1999 Public Works ' Project No.: 0620700 ' From: John Furman,PE Re: F.L.Roberts-Agawam,MA ' Following is a summary of the methodology used and results obtained for the drainage analysis at 634 Main Street, Agawam. ' In general,the Rational Method was utilized to estimate the peak stormwater runoff from the site,for the 2,10 and 100-year storm events. ' The existing site was modeled as a single subcatchment outletting to the existing 082,located on Lealand Avenue and modeled as Reach I.The existing peak stormwater runoff rates are as follows: ' 2-year storm event: 0.77 cubic feet per second 10-year storm event: 1.00 cubic feet per second 100-year storm event: 1.77 cubic feet per second The proposed conditions were modeled as three separate drainage areas. Drainage Area 1 and Drainage Area 2 drain the catchbasins 1 and 2,respectively,which are located within the property bounds.Drainage Area 3 continues to drain to existing catchbasin 2 located on Lealand Avenue.The flow to this basin has been reduced from existing conditions,due to the introduction of additional drainage system components on site to collect and convey ' storm water runoff.The rate of runoff from the site is determined by examining to outflows from reach 3(CB2)and reach 6(CB5).The proposed peak storm water runoff rates are as follows- 2-year storm event: Reach 3:0.22 cubic feet per second Reach 6:0.42 cubic feet per second 10-year storm event: Reach 3:0.29 cubic feet per second ' Reach 6:0.54 cubic feet per second 100-year storm event: Reach 3:0.46 cubic feet per second Reach 6:0.95 cubic feet per second ' The net result of development is projected to be a slight decrease in storm water runoff.This reduction is attributed to the flat slope of the drainage pipes,which will slow the rate of runoff and detain the peak increase. ' \\\962W\docs\memos\Agawam do memof.doc VHBComputations ' Project F,,L, fro 3 E RT S Project# 0(6ZO7, C) Location A&AujAm Sheet I of tCalculated by J nH w FuzmAN Date 1,71Z9,199 Checked by Date ' Title �XV i u G CO N D M O H S T07A1. SI-r6 AREA : 19. 3OG SF C 0.33 ac� PIE?-%4*VS A QEA 6, q 10 SF ( 0• 6 ac \) ' 1MPER-4rOvS AREA 7 3qb Sr 0, 17 ac 1 ' = 4�B =Z cl�eg � ho.,r ' = 6, Z �n+cheSJh9�r ?o f I �,� iNc.h�Sr �►GJr. ioo 1 ' WE1GNTFE0 C A"JSTMCN1' Fat tOO VEAQ 6—IORM [vCAJt. ' O,GI ( I,15) n. 76 � 1 1 Vanasse Hangen Brustlin,Inc. ® Printed on Recycled Paper Data for 0620700-existing DURATION= 5 MIN INTEN= 4.80 IN/HR ' Prepared by vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Sy§tems tWATERSHED ROUTING E 1 I ' O SUBCATCHMENT REACH Q POND LINK SUBCATCHMENT 1 = Existing Conditions Flow-2 year storm REACH 1 REACH 1 = Existing Flow Off-Site -� 1 1 t 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' RUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 4:80 IN/HR RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGTID PEAK Tpeak VOL NUMBER ACRE MIN --GROUND COVERS $CN -- CN C CFS HRS AF ' 1 .33 5.0 - .61 .77 10.10 .01 1 1 1 1 1 1 1 Data for 0520700-existing DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Hrustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (_c)_ 19.86-1998_Applied Microcomputer__ SyStems ' SUBCATCHMENT 1 Existing Conditions Flow-2 year storm PEAK= .77 CFS Q 10.10 HRS, VOLUME= .01 AF ' C= 61 RATIONAL METHOD TOTAL AREA = .33 AC DURATION= 5 MIN INTEN= 4 .80 IN/HR ' SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SU$CATCHMENT 1 RUNOFF Existing Conditions Flow-2 year storm .75 ' ,70 AREA= .33 AC ,b5 Tc= 5 MIN 60 C= .61 .55 RATIONAL METHOD p .50 DURATION= 5 MIN 45 INTEN= 4.80 IN/HR .40 3 '35 PEAK= .77 CFS ' .30 C 10. 1 HRS .25 VOLUME= .01 AF .20 . 15 ' 10 .05 0.000 — N ' TIME (hours) ' Data for 0620700-existing DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' REACH 1 Existing Flow Off-Site Qin = .77 CFS 0 10.10 HRS, VOLUME= .01 AF ' Qout= .77 CFS ® 10.10 HRS, VOLUME= .01 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 10' x 10' CHANNEL STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .01 FT 1.0 10.0 109.66 n= .012 PEAK VELOCITY= 11.0 FPS 2.0 20.0 314.15 LENGTH= 1 FT TRAVEL TIME = 0.0 MIN ' 3.0 30.0 564.88 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS 4.3 43.0 930.99 6.0 60.0 1450.36 8 .0 80.0 2095.75 10.0 100.0 2763 .27 ' REACH 1 INFLOW & OUTFLOW Exi5tirg Flow Off--Site ' .75 ,70 10' x 10' CHANNEL 65 n=.012 L=1 ' S=.01 .60 .55 STOR-END+TRANS METHOD ' 50 VELOCITY= 11 FPS �+ 45 TRAVEL= 0 MIN .0 .40 0;n= .77 CFS ' 0 35 Qout= .77 CFS .30 LAG= 0 MIN O .25 v_ .20 ' . 15 . 10 05 0.09m TIME Chours] 1 1 1 1 .. 1 Data for 0620700-existing DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING __ ___________________________________----___________________ 1 F 1-1 1 1 1 1 ' { )SUBCRTCHMENT ❑ REACH Q POND LINK 1 SUHCATCHMENT 1 = Existing Conditions Flow-10 year storm REACH 1 REACH 1 = Existing Flow Off-Site -> 1 1 " i 1 1 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' RUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 6:20 IN/HR RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS $CN) -- CN C._ _CFS . .. HRS (AF) ' 1 .33 5.0 - .61 1.00 10.10 .01 t t t t 1 t . 1 t 1 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 1 Existing Conditions Flow-10 year stotm PEAK= 1.00 CFS @ 10.10 HRS, VOLUME= .01 AF C= .61 RATIONAL METHOD TOTAL AREA = .33 AC DURATION= 5 MIN INTEN= 6. 20 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment _ _ Tc (min) ' DIRECT ENTRY Segment ID: . 5.0 ' SUSCATCHMENT 1 RUNOFF Existing Conditions Flow- 10 year storm 1 .ee 95 c .90 AREA= .33 AC .85 Tc= 5 MIN .8 0 C .61 .75 •70 RATIONAL METHOD .65 DURATION= 5 MIN c� 60 U .55 INTEN= 6.20 IN/HR 50 .45 PEAK= 1 .00 CF5 ' 3 .4e C' 18. 1 HRS O .35 VOLUME= .01 OF 30 .25 .20 ' 15 . 10 .05 0.00m _ ry rn v in 'D n co 0 m ' TIME (hours) 1 1 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5 .00 001235_ (c) _1986-1998 Applied_Microcomputer Svstems ' REACH 1 Existing Flow Off-Site Qin = 1.00 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= 1.00 CFS Q 10.10 HRS, VOLUME= .01 AF, ATTEN= 0W, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS} 10' x 10 ' CHANNEL STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .01 FT 1.0 10.0 109.66 n= .012 PEAK VELOCITY= 11.0 FPS 2 .0 20.0 314.15 LENGTH= 1 FT TRAVEL TIME = 0.0 MIN ' 3 .0 30.0 564.88 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS 4 .3 43.0 930.99 6.0 60.0 1450.36 8.0 80.0 2095.75 10.0 100.0 2763.27 ' REACH 1 INFLOW & OUTFLOW Existing Flaw Off-Site 1 .00 ' 9.90 10' x 10' CHANNEL .85 n=.012 L-1 ' S=.01 .60 .75 5TOR-IND+TRANS METHOD r, .70 VELOCITY= 11 FPS TRAVEL= 0 MIN u .55 W .50 Gin= 1 .00 CFS ' .45 Gout= 1 .00 CFS p .40 .35 LAG= 0 MIN � .30 .25 .20 . 15 01. , 10 .05 0.00m ko n cti m TIME (hours) 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HYdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' WATERSHED ROUTING 1 1 1 1 ' O SUBCATCHMENT ❑ REACH Q POND I I LINK ' SUBCATCHMENT 1 = Existing Conditions Flow-100 year storm REACH 1 REACH 1 = Existing Flow Off-Site -� 1 1 1 ' 1 1 1 ' Data for 0620700-existing DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD�5.00 001235 _ {c)_ 1986-1998 Applied Microcomputer Systems ' RUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 8:80 IN/HR RUNOFF SPAN = 10-20 HRS, dt= .10 FIRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER ACRE MIN --GROUND COVERS (RCN) -- CN C CFS) (HRS) (AF 1 .33 5.0 - .76 1.77 10.10 .01 1 1 1 1 1 1 i 1 1 1 ' Data for 0620700-existing DURATION= S MIN INTEN- 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) _1986-1998 Applied Microcomputer Systems _ ' SUBCATCHMENT 1 Existing Conditions Flow-100 year storm PEAK= 1.77 CFS @ 10.10 HRS, VOLUME= .01 AF ' C= .76 RATIONAL METHOD TOTAL AREA = .33 AC DURATION= 5 MIN INTEN= 8 .80 IN/FIR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc min ' DIRECT ENTRY Segment ID; 5.0 ' SUBCATCHMENT 1 RUNOFF Existing Conditions Flow- 100 year storm 1 .7 1 .6 AREA= .33 AC 1 .5 Tc= 5 MIN 1 .4 C= .76 1 .3 .. 1 .2 RATIONAL METHOD ' I . I DURATION= 5 MIN u 1 .0 INTEN= 8.80 INIHR 9 8 PEAK= 1 .77 CFS t 3 •7 10. 1 HRS .5 UOLUME= .01 AF LL .4 .3 ' .2 . i 0.0m TIME (hours) 1 Data for 0620700-existing DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' REACH 1 Existing Flow Off-Site Qin = 1.77 CFS 9 10.10 HRS, VOLUME= .01 AF ' Qout= 1.76 CFS ® 10.10 HRS, VOLUME= .01 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 10' x 101 CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .02 FT 1.0 10.0 109.66 n= .012 PEAK VELOCITY= 11.0 FPS 2.0 20.0 314.15 LENGTH= 1 FT TRAVEL TIME = 0.0 MIN 3.0 30.0 564.88 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 FIRS 4.3 43.0 930. 99 6 .0 60.0 1450.36 ' 8.0 80.0 2095.75 10.0 100.0 2763.27 REACH i INFLOW & OUTFLOW Existing Flow Off-Site ' 1 .7 1 .6 10' x 10' CHANNEL 1 .5 rn;:.012 L=1 ' 5=.01 1 .4 1 .3 STOR-END+TRANS METHOD r+ 1 .2 VELOCITY= 11 FPS c%n 1 . 1 TRAVEL= 0 MIN U 1 .0 .9 Qin= 1 .77 CFS 3 .6 Oaut= 1 . 76 CF5 Q •7 LAG= 0 MIN _j .6 tl.. .5 .4 ' .3 .2 . 1 0.OWL _ N r7 v 111 �n r+ m m m _ - z T T T N TIME (hours) ' 1 1 VHBComputations Project Project# Location AGAW Am Sheet of ' Calculated by, QH w FO ftM QYvDate Checked by Date ' Title PRQPDSCO, CONQ iTiONS_ T(3'rAL Si-rE AREA 306 Sr, 33 . �1 0 A. * I (, Cg! � TO TAt, A2EA -71 400 S F I ;' PEQYo� S ►T 83 SF C. 0 00 1MPEQv1-0US S3 -11 Sr (. ) 2wt.) DPr O z t c3 z) TOTAL ARCA 3901 S>" C Q0900,c,) PE2Yy odS j B 9 SX, 0,02 ale-) rMPE?v,oJ5 2g 1 2. SF (0 ,01 c�0 ' 0,1 *t3 ( E'c. Car-) T)Y A 1. A Ea 3 z vs S, (�ERYr0�5 — v �- �,xtSTtavu Fc.Ov1 ?O ' CB 2, IMF G R�+OAS 324 S SF D_A_fJ wSi6r rco C'. �a.0y�{,3) t{ Q,1Z.��,Q) 0.7S , 16 100 lgtAe_ A.0�,j s rnC-1 75 { I.2S) = 0 ,4q 1 . 04 ' 1 !�a `fEA� A 4��►STMs:rvZ `. .-7r . 1 I00 `NFAQ A,p3U ENT 1 ' Vanasse Hangen Brustlin,Inc. ® Printed on Recycled Paper ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 .IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING =_-_- _______________________________________________________ 1 O ❑ El W 1 � 5 ❑ <-- ❑ �❑ ' O SUBCATCHMENT ❑ REACH Q POND LINK ' SUBCATCHMENT 1 = D.A.1-2 yr. storm -> REACH 1 SUBCATCHMENT 2 = D.A.2:2-yr storm -> REACH 4 ' SUBCATCEXENT 3 = D.A.3:2-yr.storm -> REACH 3 ' REACH 1 = cbl to dmhl -> REACH 2 REACH 2 = dmh 1 to cb 5 -> REACH 5 ' REACH 3 = ex. cb 2 -> REACH 4 = cb 2 to dmh 1 -> REACH 2 tREACH 5 = dmhl to cb5 -> REACH 6 ' REACH 6 = cb5 -> 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems tRUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 4:80 IN/HR RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (WCN) -- CN C (CFS) (HRS) (AF) t1 .16 5.0 - .75 .46 10.10 0.00 2 .09 5.0 - .76 .26 10.10 0.00 ' 3 .07 5.0 - .90 .24 10.10 0.00 1 1 1 1 ' 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems -_ ' REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK ' N0. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout IN FT FT FT FT FT FT FT FPS MIN CFS 1 12.0 - - - - .012 64 .0050 2.5 .4 .38 2 12 .0 - - - - .012 65 .0050 2.7 .4 .52 ' 3 12 .0 - - - - .012 38 .0280 4.1 .2 .22 4 12.0 - - - - .012 6 .0050 2.2 0.0 .26 ' 5 12.0 - - - - .012 65 .0050 2.6 .4 .43 6 12.0 - - - - .012 65 .0060 2.7 .4 .42 1 1 1 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) _1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 1 D.A.1-2 yr. Storm PEAK= 46 CFS ® 10.10 HRS, VOLUME= 0.00 AF ' C= .75 RATIONAL METHOD TOTAL AREA .16 AC DURATION= 5 MIN INTEN= 4.80 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment _ Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 1 RUNOFF D . A . 1 -2 yr , storm .45 ' AREA= . 16 AC 40 Tc= 5 MIN .35 C= .75 ' 30 RATIONAL METHOD DURATION= 5 MIN U .25 INTEN= 4.80 IN/HR w 3 z� PEAK= .46 CFS ' O C2 10. 1 HRS J . 15 VOLUME= 0.00 AF LL- . 10 ' .05 0.00M ' TIME (hours) 1 1 1 ' Data for 0620700-proposed DURATION- 5 MIN INTEN= 4.80 IN/HR Prepazed by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235__Cc)_ 1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 2 D.A.2:2-yr storm PEAK= .26 CFS 0 10.10 HRS, VOLUME= 0.00 AF ' C= .76 RATIONAL METHOD TOTAL AREA = .09 AC DURATION= 5 MIN INTEN= 4.80 IN/HR SPAN= 10-20 HRS, dt=.1 HRS Method _ _ Comment Tc (min) ' DIRECT SNTRY Segment ID: 5.0 ' SUBCATCHMENT 2 RUNOFF D . A . 2 : 2-gr storm .26 .24 AREA= .09 AC 22 Tc= 5 MIN .20 C= .76 ., . 18 RATIONAL METHOD ' kn 16 DURATION= 5 MIN . 14 INTEN= 4.80 IN/HR 12 PEAK= .26 CF5 ' O . 10 a 10. 1 HRS � .08 VOLUME= 0.00 AF .06 .04 ' .02 0.00m _ iv 2' v In w m m ' TIME Chours) 1 ' 1 1 1 1 Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5. 00 001235 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 3 D.A.3:2-yr.storm PEAK= .24 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' C= .90 RATIONAL METHOD TOTAL AREA = .07 AC DURATION= 5 MIN INTEN= 4.80 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method _,_. __ _._ _ Comment. Tc (min 1 DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 3 RUNOFF D . A . 3 : 2-yr . 5torm .24 ' .22 AREA= .07 AC 20 Tc= 5 MIN C= .9 . 18 RATIONAL METHOD DURATION= 5 MIN U 14 INTEN= 4.80 IN/HR .. . 1 2 3' . 10 PEAK= .24 CFS e' 10. 1 HRS -i .08 VOLUME= 0.00 AF LL .06 .04 ' .Oz 0.00M _ N ,-, v r m rn m ' TIME (hours) 1 f 1 . 1 Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vana55e Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c)T1986-1998 Applied Microcomputer Systems T ' REACH 1 cbl to dmhl Qin = .46 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' Qout= .38 CFS @ 10.10 HRS, VOLUME= 0. 00 AF, ATTEN= 19%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= _26 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.5 FPS .2 .1 .24 LENGTH= 64 FT TRAVEL TIME = .4 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2 .29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2 .91 1.0 .8 2 .73 REACH 1 INFLOW & OUTFLOW ' cbi to dmhl .45 12" PIPE ' .40 n=.012 L=64' 5=.005 .35 STOR-IND+TRANS METHOD 30 VELOCITY= 2.5 FP5 ' TRAVEL= .4 MIN u .25 Oin= ,46 CFS .20 Oout= .38 CF5 p LAG= 0 MIN -1 15 Lt- . 10 .05 ' - ` - - - - -- - - - 0.00m N r m v in �n m m ' TIME (hcur5) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Sy9tems ' REACH 2 dmh 1 to cb 5 Qin = .63 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= .52 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 17%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .31 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.7 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2.91 .9 •8 2.94 1.0 .8 2.91 1.0 .8 2.73 1 REACH Z INFLOW & OUTFLOW ' dmh 1 to c5 5 "60 12" PIPE ' .55 n=.012 L=65' 5=.005 .50 .45 STOR-IND+TRANS METHOD .� VELOCITY= 2.7 FPS 0 .40 TRAVEL= .4 MIN t .35 30 Qin= .63 CFS 3 25 Qout= .52 CF5 p LAG= 0 MIN -J .20 15 , . 10 .05 0.00m R, n, v in 0 n m s m N ' TIME (hour5) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared 'by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5,.00 001235 (c) 1986-1998_ Applied Microcomputer Systems REACH 3 ex. cb 2 (din = .24 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' ¢Out= .22 CFS @ 10.10 HRS, VOLUME= 0.00 AF, ATTEN= 7%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .12 FT .1 0.0 .13 n= .012 PEAK VELOCITY= 4.1 FPS .2 .1 .57 LENGTH= 38 FT TRAVEL TIME = .2 MIN ' .3 .2 1.26 SLOPE= .028 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 5.41 .8 .7 6.31 ' .9 .7 6.88 .9 .8 6.95 1.0 .8 6.88 1.0 .8 6.46 REACH 3 INFLOW & OUTFLOW ex . cb 2 .24 .22 12" PIPE 20 n=.012 L=38' S=.028 . 18 STOR-IND+TRANS METHOD . 16 VELOCITY= 4. 1 FPS inTRAUEL= .2 MIN ' 'U I4 . 12 Din= .24 CFS 3 . 10 Gout= .22 CFS LAG= 0 MIN Oa L` 06 .04 .02 0.00@ ' TIME (hours) 1 i 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems _ ' REACH 4 cb 2 to dmh 1 Qin = .26 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' Qout= .26 CFS @ 10.10 HRS, VOLUME= 0.00 AF, ATTEN= 2%, LAG= 0. 0 MIN DEPTH END AREA DISCH (FT) (SO-FTj (CFS) 12" PIPE STOR-END+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .21 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.2 FPS .2 .1 .24 LENGTH= 6 FT TRAVEL TIME = 0.0 MIN .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2 .29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 _8 2.73 REACH 4 INFLOW & OUTFLOW ' cb z to dmh I .26 .24 12" PIPE .22 n=.012 L=6' 5=.005 .20 STOR-IND+TRANS METHOD . 18 VELOCITY, 2.2 FPS 16 TRAVEL= 0 MIN ' U 14 t2 Qin= .26 CFS 3 Oout= .26 CFS O 10 LAG= 0 MIN ' � 0B 06 .04 .02 0.00m ' TIME (hours) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HvdroCAD 5.00 001235 c) 1986-1998 Applied Microcomputer Systems ' REACH 5 dmhl to cb5 Qin = .52 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= .43 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 18t, LAG= 0.0 MIN DEPTH END AREA DISCH ' tFT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .27 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.6 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.i HRS .7 .6 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2 .94 1.0 .8 2.91 ' 1.0 .8 2 .73 REACH 5 INFLOW & OUTFLOW ' dmha to cb5 .5e Iz" PIPE ' .45 n=.032 L=65' 5=.005 .40 STOR-IND+TRANS METHOD .35 VELOCITY= 2.6 FPS TRAVEL= .4 MIN .30 25 Oin= .52 CFS 3 Oout= .43 CFS O 20 LAG= 0 MIN � . 15 10 .05 ' 0.00m nr rn ao m m N ' TIME (hcur5) 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 4.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235(c)_ 1986-1998 Applied Microcomputer Systems ' REACH 6 cb5 Qin = .43 CFS ® 10.10 HRS, VOLUME= .01 AF ' Qout= .42 CFS ® 10.16 HRS, VOLUME= .01 AF, ATTEN= 2$, LAG= 3 .6 MIN DEPTH END AREA DISCH ' (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .24 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.7 FPS .2 .1 .26 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .59 SLOPE= .006 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2 .50 .8 .7 2.92 .9 .7 3 .19 .9 .8 3 .22 1.0 .8 3.19 1.0 .8 2.99 REACH 6 INFLOW 8 OUTFLOW ' cb5 .40 12" PIPE ' .35 n=.012 L=65' 5=.006 .30 STOR-IND+TRANS METHOD r, VELOCITY= 2.7 FPS 25 TRAVEL= .4 MIN ' U v .20 pin= .43 CF5 3 Oout= .42 CFS 1LL p 15 LAG= 3.6 MIN LL 10 .05 ' 0.00m N ' TIME Chour5) 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by vanasse Hanger, Brustlin, Inc 29 Jul 99 ' H droCAD 5.00 001235 c 1986-1998 Applied Microcomputer S Stems ' WATERSHED ROUTING 1 O � O [3] F5] � 2❑ E- ❑ �O ' 6 � ' O SUBCATCHMENT ❑ REACH Q POND ❑ LINK ' SUBCATCHMENT 1 = D.A.1-10 yr. storm -> REACH 1 SUBCATCHMENT 2 = D.A.2 :10-yr storm -> REACH 4 ' SUBCATCHMENT 3 = D.A.3-ex.of£-site REACH 3 ' REACH 1 = cbl to dmhl REACH 2 REACH 2 = dmh 1 to cb 5 REACH 5 ' REACH 3 = ex. cb 2 -> REACH 4 = cb 2 to dmh 1 REACH 2 ' REACH 5 = dmhl to cb5 REACH 6 ' REACH 6 = cb5 -� 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' RUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 6:20 IN/HR RUNOFF SPAN = 10-20 HRS, dto .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER ACRE MIN --GROUND COVERS WCN -- CN C CFS) (HRS) (AF ' 1 .16 5.0 - .75 .60 10.10 0.00 2 .09 5.0 - .76 .34 10.10 0.00 ' 3 .07 5.0 - . 90 .31 10.10 0.00 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasae Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK ' NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) __(FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) ' 1 12.0 _ _ _ .012 64 .0050 2 .7 .4 .49 2 12.0 .012 65 .0050 3. 0 .4 .69 ' 3 12.0 - - - .012 38 .0280 4.4 .1 .29 4 12.0 - - - - .012 6 .0050 2.4 0.0 .33 ' S 12.0 - - - - 012 65 .0050 2.8 .4 .57 ' 6 12.0 - - - - .012 65 .0060 2.9 .4 .54 1 1 1 1 1 1 ' Data for 0620700Tproposed DURATION= 5 MIN INTENo 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-_1.998 Applied Microcomputer Syttems ' SUBCATCHMENT 1 D.A.1-10 yr. storm PEAK= .60 CFS 9 10.10 HRS, VOLUME= 0.00 AF C= .75 RATIONAL METHOD TOTAL AREA = .16 AC DURATION= 5 MIN INTEN= 6 .20 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 1 RUNOFF D . A • 1 -10 yr . storm .60 ' .55 AREA= . 16 AC .50 Tc= 5 MIN 45 C= .75 .� .40 RATIONAL METHOD ' c� 35 DURATION= 5 MIN INTEN= 6.20 IN/HR .30 .25 PEAK= .60 CFS ' O Lz 10. 1 HRS -i •20 UOLlIME= 0.00 AF LL- . 15 . 10 ' .e5 ' TIME (hours) 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' H droCAD 5 .00 001235 c 1966-1998 Applied Microcoml2uter S stems ' SUBCATCHMENT 2 D.A.2:10-yr storm PEAK= .34 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' C= .76 RATIONAL METHOD TOTAL AREA = .09 AC DURATION= 5 MIN INTEN= 6.20 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SU$CATCHMENT 2 RUNOFF D. A . 2 : 10--yr storm .34 .32 AREA= ,09 AC .30 Tc= 5 MIN 28 C= .76 .26 r, .24 RATIONAL METHOD ' .22 DURATION= 5 MIN 20 INTEN= 6.20 IN/HR � . 18 . 16 PEAK= .34 CF5 t 3 . 14 C� 10. 1 HR5 ; 10 UOLUME= 0.00 AF 08 .06 ' .0 .e2 N rn v in k n m m m ' TIME (hours) 1 I i t ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' H droCAD 5.00 001235 c 1986-1998 Applied Microcomputer S stems ' SUBCATCHMENT 3 D.A.3-ex.off-site PEAK= .31 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' C= .90 RATIONAL METHOD TOTAL AREA = .07 AC DURATION= 5 MIN INTEN= 6.20 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 3 RUNOFF D . A . 3-ex . off-5ite .30 ' 28 AREA= .07 AC 26 Tc= 5 MIN .24 C= .9 .. .22 RATIONAL METHOD ' Lo .20 DURATION= 5 MIN 18 INTEN= 6.20 IN/HR �. 16 3 . 14 PEAK= .31 CFS ' 12 a 10. 1 HRS Q 10 VOLUME= 0.00 AF 'L- .08 .06 .0 ,02 0.000 _ ry rr, a jn �n n ao rn m TIME (hours) 1 1 ! 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vana8se Hangen Srustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Svstems ' REACH 1 cbl to dmhl Qin = .60 CFS ® 10.10 HRS, VOLUME= 0.00 AF ' Qout= .49 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 18%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) _ CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .30 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.7 FPS .2 .1 .24 LENGTH= 64 FT TRAVEL TIME = .4 MIN t .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.l HRS .7 .6 2 .29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2. 91 1.0 .8 2.73 1 REACH 1 INFLOW & OUTFLOW ' cbl to dmhl .60 .55 12" PIPE ' .50 n=.012 L=64' 5=.005 .45 STOR-IND+TRANS METHOD r, .40 VELOCITY= 2.7 FPS in' (- .35 7RAUEL= .4 MIN U .30 Oin= .60 CFS ::3 .25 Oout= .49 CF5 0 20 LAG= 0 MIN ' L.` 15 . 10 .05 0.0 ' TIME (hours) 1 1 1 1 Data for 0620700-proposed DU ATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Sybtems ' REACH 2 dmh 1 to cb 5 Qin = .82 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= .69 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 16%, LAG= 0.0 MIN DEPTH END AREA DISCH ' FT IS-FT CFS 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .35 FT .1 0.0 _06 n= .012 PEAK VELOCITY= 3.0 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.l HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2.91 _9 .8 2.94 1.0 .8 2 .91 1.0 .8 2.73 REACH 2 INFLOW & OUTFLOW ' dmh 1 to cb 5 .80 . 75 12" PIPE ' 70 n=.012 L=65' S=.005 .65 .60 STOR-IND+TRANS METHOD .55 UELOCITY= 3 FPS 50 TRAUEL= .4 MIN ' u .45 W 40 Din= .82 CFS 3 35 Oout= .69 CFS 0 30 LAG= 0 MIN ' LL- z5 .ze . t5 ` . 10 ' 05� 0.000 to 0n of CP m ' TIME (hours) 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HvdroCAD 5.00 001235 _(c) 1986-1998 Applied Microcomputer Systems REACH 3 ex. cb 2 Qin = .31 CFS ® 10.10 HRS, VOLUME= 0.00 AF ' Qout= 29 CFS @ 10.10 HRS, VOLUME= 0.00 AF, ATTEN= 7$, LAG= 0. 0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0. 00 PEAK DEPTH= .14 FT .1 0.0 .13 n= .012 PEAK VELOCITY= 4.4 FPS .2 .1 .57 LENGTH= 38 FT TRAVEL TIME = .1 MIN ' .3 .2 1.26 SLOPE= .028 FT/FT SPAN= 10-20 HRS, dt=.1 HRS . 7 .6 5.41 .8 .7 6.31 ' . 9 .7 6.88 .9 .8 6.95 1.0 .8 6.88 ' 1.0 .8 6 .46 REACH 3 INFLOW & OUTFLOW ' ex . cb 2 .30 .26 12" PIPE ' 26 n=.012 L=38' 5=,028 .24 STOR-IND+TRANS METHOD .22 VELOCITY= 4.4 FPS .20 TRAVEL= . 1 MIN ' `U 18 16 Din= .31 CFS 14 Gout= .29 CFS C 12 LAG= 0 MIN ' -j . 10 .06 .04 ' .02 i ^ 0.00m N w n m m ' TIME (Flours) 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 H_ydroCAD_5.00 001235 (c) 19.86-1998 Applied Microcomputer Systems REACH 4 cb 2 to dmh 1 Qin = .34 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' Qout= .33 CFS @ 10.10 HRS, VOLUME= 0.00 AF, ATTEN= 2%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) _(SQ-_FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .23 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.4 FPS .2 .1 .24 LENGTH= 6 FT TRAVEL TIME = 0.0 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 ' 1.0 .8 2.73 REACH 4 INFLOW & OUTFLOW ' cb 2 to dmh 1 .34 .32 12" PIPE ' .30 n=.012 L=6' S=.005 .28 .26 STOR-IND+TRANS METHOD .24 VELOCITY= 2.4 FPS 20 TRAVEL= 0 MIN ' U . 18 ` 16 pin= .34 CF5 3 14 Oaut= .33 CF5 a 12 LAG= 0 MIN ' � 10 08 .06 .04 .02 - 0.080 N rn V l7'7 0 n 4D 0) m ' TIME (hours) 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5. 00 001235 (c) 1986-1998 Applied Microcomputer Systems ' REACH 5 dmhl to cb5 Qin = .69 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= .57 CFS Q 10.10 HRS, VOLUME= .01 AF, ATTEN= 17t, LAG= 0.0 MIN DEPTH END AREA DISCH ' FT (SO-FT) CFS 12" PIPE STOR-END+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .32 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2 .8 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.l HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2 .91 .9 .8 2. 94 1.0 .8 2.91 ' 1.0 .8 2.73 REACH 5 INFLOW & OUTFLOW ' dmhl to cb5 .65 12" PIPE ' •60 n=.012 L=65' S=.005 .55 .55 STOR-IND+TRANS METHOD 45 VELOCITY= 2.8 FPS ' TRAVEL= .4 MIN `�- .40 U 35 0;n= .69 CFS .30 Qout= .57 CFS 0 25 LAG= 0 MIN � 20 15 . 10 ' .05 - 0.00m ry r-i v in w r ao m m TIME (hours) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 6.20 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems REACH 6 cb5 Qi.n = .57 CFS 0 10.10 HRS, VOLUME= .01 AF ' Qout= . 54 CFS @ 10.15 HRS, VOLUME= .01 AF, ATTEN= 6%, LAG= 3.2 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .28 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.9 FPS .2 .1 .26 LENGTH= 65 FT TRAVEL TIME = .4 MIN ' .3 .2 .59 SLOPE= .006 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.50 .8 .7 2.92 ' .9 .7 3.19 .9 .8 3.22 1.0 .8 3.19 1.0 .8 2.99 REACH 6 INFLOW & OUTFLOW ' cb5 .55 12" PIPE .50 n=.012 L=65' S=.006 .45 STOR-IND+TRANS METHOD .40 UELOCITY= 2.9 FPS 35 TRAVEL= .4 MIN ' .30 u Q n= .57 CFS .25 Gout- .54 CF5 ' 0 J 20 LAG= 3.2 MIN LL , 15 . 10 .05 0.0 ^ N ' TIME Chour5) 1 Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR ' Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' WATERSHED ROUTING4cl O O El3 ] 1� 5 � F2] � ❑ �O [j] , 1 ' O SUBCATCHMENT ❑ REACH Q POND ci LINK ' SUBCATCHMENT 1 = D.A.1-I00 yr. storm -> REACH I SUBCATCFII� 2 = D.A.2 :I00-yr storm -> REACH 4 ' SUBCATCHMENT 3 = D.A.3 :1.00-yr.storm -> REACH 3 REACH 1 = cb1 to dmhl -> REACH 2 REACH 2 = dmh 1 to cb 5 -> REACH 5 ' REACH 3 = ex. cb 2 -> REACH 4 = cb 2 to dmh 1 -> REACH 2 ' REACH 5 = dmhl to cb5 -> REACH 6 REACH 6 = cb5 -> 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' H droCAD 5.00 001235 c 1986-1998 Applied Microcom cater S Stems RUNOFF BY RATIONAL METHOD: DURATION= 5 MIN INTEN= 8AO IN/HR RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (tCN) -- CN C (CFS) (HRS) (AF) ' 1 .16 5.0 - .94 1.06 10.10 .01 2 .09 5.0 - .95 .60 10. 10 0.00 ' 3 .07 5.0 - 1.00 .49 10.10 0.00 1 1 1 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Syttems ' REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK ' NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (ITT) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 1 12.0 - - - - .012 64 .0050 3 .3 .3 .90 ' 2 12.0 - - - - .012 65 .0050 3 .6 .3 1.29 ' 3 12.0 - - - - .012 38 .0280 4.9 •1 .46 4 12.0 - - - - .012 6 .0050 2.8 0.0 .59 ' 5 12.0 - - - - .012 65 .0050 3 .4 .3 1.10 6 12.0 - - - - .012 65 .0060 3 .5 .3 .95 1 1 a fi 1 1 ' Data for 0620700-proposed DURATICN= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 1 D.A.1-100 yr. storm PEAK= 1.06 CFS @ 10.10 HRS, VOLUME= .01 AF ' C= .94 RATIONAL METHOD TOTAL AREA = .16 AC DURATION= 5 MIN INPEN= 8 .80 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method; _ Comment Tc (min) ' DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 1 RUNOFF D . A . 1 -100 fir . storm 1 .0 AREA= . 16 AC ' .9 Tc= 5 MIN 8 C= .94 7 RATIONAL METHOD ' DURATION= 5 MIN L,U .6 INTEN= 8.80 IN/HR v .5 PEAK= 1 .06 CFS C 4 L f 10. 1 HRS o3 UOLUME= .01 AF .2 0.0m ' TIME (hour5) ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 _ (c) 1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 2 D.A.2:100-yr storm ' PEAK= .60 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' C= .95 RATIONAL METHOD TOTAL AREA = .09 AC DURATION= 5 MIN INTEN= 8.80 IN/HR ' SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc min ' DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 2 RUNOFF O. A . 2 : 100-yr storm .60 ' .55 AREA= .09 AC .50 Tc= 5 MIN C= .95 .45 '. .40 RATIONAL METHOD DURATION= 5 MIN .35 INTEN= 8.80 IN/HR .30 3 .25 PEAK= .60 CFS 10. 1 HRS � .20 UOLUME= 0.08 AF 15 . 10 .05 0.00m - ru v in kD r m M m ' TIME (hours) 1 - 1 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer SvStems SUBCATCHMENT 3 D.A.3:100-yr.storm PEAK= .49 CFS 0 10.10 HRS, VOLUME= 0.00 AF ' C= 1.00 RATIONAL METHOD TOTAL AREA .07 AC DURATION= 5 MIN INTEN= 8.80 IN/HR ' SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (minl ' DIRECT ENTRY Segment ID: 5.0� ' SU$CATCHMENT 3 RUNOFF D . A . 3 : 100-�r . storm ' .45 AREA= .07 AC Tc= 5 MIN .40 C= 1 r, .35 RATIONAL METHOD ' � 30 DURATION= 5 MIN .25 INTEN= 8.80 IN/HR PEAK= .49 CF5 ' 0 .20 @ 10. 1 HR5 tL 15 VOLUME= 0.00 AF . 10 ' .05 0.00m _ ' TIME (kours) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vana88e Hangen Bru5tlin, Inc 29 Jul 99 ' HvdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Systems tREACH 1 cbl to dmhl Qin = 1.06 CFS @ 10.10 HRS, VOLUME= .01 AF ' Qout= . 90 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 15t, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS)_ 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .40 FT .1 0.0 .06 n= .012 PEAK VELOCITY 3.3 FPS .2 .1 .24 LENGTH= 64 FT TRAVEL TIME = .3 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.l HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 REACH 1 INFLOW & OUTFLOW ' cbl to dmhi 1 .0 12" PIPE ' g n=.012 L=64' 5=.005 s STOR-IND+TRANS METHOD r, 7 VELOCITY= 3.3 FPS TRAVEL= .3 MIN 6 5 Oin= 1 .06 CF5 Gout= .90 CFS 0 .4 LAG= 0 MIN .2 i 0.0m N rn v Ln ,3 n 07 a+ m N ' TIME (hours) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen 8ru5tlin, Inc 29 Jul 99 ' HYdroCAD 5 .00 0012.35 (c) 1986-1998 Applied_Microcomputer SYStems ' REACH 2 dmh 1 to cb 5 Qin = 1.49 CFS ® 10.10 HRS, VOLUME= .01 AF ' Qout= 1.29 CFS 0 10.10 HRS, VOLUME= .01 AF, ATTEN= 14%, LAG= 0.0 MIN DEPTH END AREA DISCH {FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .49 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 3.6 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .3 MIN .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2. 91 .9 .8 2.94 1.0 .8 2. 91 1.0 .8 2.73 1 REACH 2 INFLOW & OUTFLOW ' dmh 1 to cb 5 1 .5 1 .4 12" PIPE ' 1 .3 n=.012 L=65' S=.005 2 I . I . 1 STOR-�IND+TRANS METHOD 1 .0 UELOCITY= 3.6 FPS ' g TRAVEL= .3 MIN U 8 Qin= 1 .49 CFS 3 6 Dout= t .29 CFS CD LAG= 0 MIN 1 � 5 LL- .4 .3 .2 0.0m m Q, m N ' TIME (hour5) 1 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 HydroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Syttems ' REACH 3 ex. cb 2 Qin = .49 CFS Q 10.10 HRS, VOLUME= 0.00 AF ' Qout= .46 CFS @ 10.10 HRS, VOLUME= 0.00 AF, ATT£N= 6%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .18 FT .1 0.0 .13 n= .012 PEAK VELOCITY= 4. 9 FPS .2 .1 .57 LENGTH= 38 FT TRAVEL TIME = .1 MIN ' .3 .2 1.26 SLOPE= .028 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 5.41 .8 .7 6.31 ' .9 .7 6.88 .9 .8 6.95 1.0 .8 6.88 1.0 .8 6.46 1 REACH 3 INFLOW & OUTFLOW ' ex . cb 2 .45 12" PIPE ' n=.012 L=.38' S=.028 .40 40 5TOR-IND+TRANS METHOD r, 35 VELOCITY= 4.9 FPS � 30 TRAVEL= . I MIN V +.. .25 0 i n= .49 CFS 20 Gout= .46 CFS LAG= 0 MIN LL 15 . 1e .05 ' 0.000 cv c in n m m N ' TIME (hours) 1 ' Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' HydroCAD 5. 00 001235 (c) 1986-1998 Applied Microcomputer Systems _ ' REACH 4 cb 2 to dmh 1 Qin = .60 CFS @ 10.10 HRS, VOLUME= 0.00 AF ' Qout= .59 CFS @ 10.10 HRS, VOLUME= .01 AF, ATTEN= 2� , LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) ICF81 12" PIPE STOR-IND+TRANS METHOD ' 0.0 0.0 0.00 PEAK DEPTH= .31 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 2.8 FPS .2 .1 .24 LENGTH= 6 FT TRAVEL TIME = 0.0 MIN ' .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 1 REACH 4 INFLOW & OUTFLOW ' cb 2 to dmh 1 .60 .55 12" PIPE 50 n=.012 L=6' S=.005 •45 STOR--IND+TRANS METHOD .40 VELOCITY= 2.8 FPS TRAUEL= 0 MIN ' ' 35 u .-� .30 Din= .60 CFS 3 .25 Oout= .59 CFS LAG= 0 MIN CD 20 ' L` 15 . 10 ' 05_ 0.0 N 0m r*i v to 0, n co Cl) m ru ' TIME (hours) 1 Data for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR Prepared by Vanasse Hangen Brustlin, Inc 29 Jul 99 ' H,vdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer _Sys_tems ' REACH 5 dmhl to cb5 Qin = 1.29 CFS p 10.10 HRS, VOLUME= .01 AF Qout= 1.10 CFS ® 10.10 HRS, VOLUME= .02 AF, ATTEN= 14t, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT)_ (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .44 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 3 .4 FPS .2 .1 .24 LENGTH= 65 FT TRAVEL TIME = .3 MIN .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2.29 .8 .7 2.67 ' .9 .7 2.91 .9 .8 2.94 1.0 .8 2 .91 1.0 .8 2.73 REACH 5 INFLOW & OUTFLOW ' dmhl to cb5 1 .2 12" PIPE 1 . 1 n=.012 L=65' 5=.005 1 .0 STDR-IND+TRANS METHOD r, 9 UELOCITY= 3.4 FPS .8 TRAVEL= .3 MIN 1 u .7 6 Gl i n= 1 .29 CFS Qaut= 1 . 10 CF5 p .5 LAG= 0 MIN 3 .2 m V tIl 10 f- m (T � N ' TIME Chour5) . 1 tData for 0620700-proposed DURATION= 5 MIN INTEN= 8.80 IN/HR ' Prepared by Vanasse Hangen 2rustlin, Inc 29 Jul 99 HYdroCAD 5.00 001235 (c) 1986-1998 Applied Microcomputer Svstems REACH 6 cb5 Qin = 1.10 CFS Q 10.10 HRS, VOLUME= .02 AF Qout= . 95 CFS Q 10.10 HRS, VOLUME= . 02 AF, ATTEN= 14%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .39 FT .1 0.0 .06 n= .012 PEAK VELOCITY= 3 .5 FPS .2 .1 .26 LENGTH= 65 FT TRAVEL TIME = .3 MIN ' .3 .2 .59 SLOPE= .006 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .7 .6 2 . 50 .6 .7 2 .92 ' . 9 .7 3.19 .9 .8 3 .22 1.0 .8 3.19 ' 1.0 .8 2. 99 REACH 6 INFLOW & OUTFLOW ' cb5 t . l 1 .0 12" PIPE ' 9 n=.012 L=65' 5=.006 g STOR-IND+TRANS METHOD ., VELOCITY= 3.5 FPS Lo •7 TRAVEL= .3 MIN ' U 6 Din= 1 . 10 CFS 3 •5 Qout= .95 CFS O .4 LAG= 0 MIN ' L- .3 .2 0.0m ry in m - N ' TIME Chour5) 1 1 1 1 1 1 ' Drainage and Erosion Control 10-25 9.0 I a.0 I 7.0 6.0 5.0 4.0 3.0 ' 9 4 2.0 o�4Rs 1.5 s yF4gS 4� FREQUENCY (YRS. ) 1 O �F4,0 7 U C } ' Z � I 4 Z 1s J 1 U- Q U- .1 Z 99 i i r 08cc ' .07 .fly ' .04 .03 ' .02 ' 01 5 6 7 a 9 10 15 20 30 40 50 60 2 3 4 5 6 a 10 12 ' (MINUTES) DURATION (HOURS) ' Figure 10-7. Intensity — Duration --- Frequency Curve for Springfield, MA ' 10-20 Drainage and Erosion Control Table 10.7 ' RECOMMENDED RUNOFF COEFFICIENTS (C) FOR RATIONAL METHOD (For Surface Type) ' Character of Surface Runoff Coefficients ' Pavement Asphaltic and Concrete 0.70 to 0.95 Brick 0.70 to 0.85 ' Roofs 0.75 to 0.95 Lawns, Sandy Soil Flat, 2 Percent 0.05 to 0.10 ' Average, 2 to 7 Percent 0.10 to 0.15 Steep, 7 Percent 0.15 to 0.20 Lawns, Heavy Soil Flat, 2 Percent 0.13 to 0,17 Average, 2 to 7 Percent 0.18 to 0.22 Steep, 7 Percent 0.25 to 0.35 1 Table 10.8 ' RECOMMENDED Ca VALUES (Rational Method) -1 (Greater than 10-Year Design Runoff) ' Recurrence Interval (Years) Ca 2 to 10 1.0 25 1.1 50 1.2 100 1.25 ' Note: The product of C x Ca should not exceed 1. ' Reference: WPCF Manual of Practice No. 9, Design and Construction of Sanitary and Storm Sewers. i 1 J 1 ' Drainage and Erosion Control 10-19 Table 10.6 RECOMMENDED RUNOFF COEFFICIENTS (C) FOR RATIONAL METHOD ' (By Overall Character of Area) Description of Area Runoff Coefficients ' Business Downtown 0.70 to 0.95 Neighborhood 0.50 to 0.70 ' Residential Single-Family 0.30 to 0.50 Multi-Family, Detached 0.40 to 0.60 ' Multi-Family, Attached 0.60 to 0.75 Residential (Suburban) 0.25 to 0.40 ' Apartment 0.50 to 0.70 Industrial Light 0.50 to 0.80 ' Heavy 0.60 to 0.90 Parks, Cemeteries 0.10 to 0,25 Playgrounds 0.20 to 0.35 ' Railroad Yard 0.20 to 0.35 Unimproved 0.10 to 0.30 ' Woodland 0.15 to 0.25 Cultivated 0.40 to 0.60 Swamp, Marsh 0.10 1 1 1 VH B project Project#—' Location ---Lof Z Calculated by Date Checked by Date Title Can ' ' n l I � r I y I i I ! I +i 1 i � ' I I I f � i le ' ' I tea; I r�< ! ol— r 1s y . lk� L A f-r,4a,,� e-1 4 1 1 i I f,;e, LA AAA I ' I I ^ter Liz 10 1 ' I I I I —I ,2`�Y ,°l i 0,1"L2� a�� �, � , �� I ! I � � I I I � I 7L L4 II it IIIII � � I � Illi � I I I ! l i l i l l l l i I i ! I I I I l ' I l i l l � l � l l l .I � i � � i l I I I Vauawe Hmipn BrusO4 L= Printed an Recycled Paper VH B Ptoject--E-, Project#-- nl,051 Location :'Sheet----2.of ZZ Calculated by Dale = FT F Checked by Date Title 0%O—A J L I T I I 6 C Di i '� -7-1-6.-Z 11 I Irzz O. .2 I 's I I 1 216. 1 1 1 -�o, Lt 4 1 !0,7;, ICE � � ! ' I1 ! Ill I � ! 11 � I�F ! Illll � ' I � il II Illii ' flll H4 lic-It, N I I I A rL k� j! . 1 :1 ArLk t, 6. 0 1-7- 1 Ot�11- 1 1 1 1 1 1 1 1 ! '1 i 1 ' 1 I < I 1 1, OJDJl ALY-1 I I ICtL i/0.9 1. 01 '1 A.7.1b,Z I W1!0-71 J . Oiol� " I ^ u1-a-J!,( 1 1 !1 1 1 1 I i I 1:_ 11o. Lq f.� d 0 7'1 'D 1 2 1 1 1 11 1 1 I ! 11 II I I IIII I I � ' � I I I I I I—PM, P 8<.o a1 I Q, I I"A G 6U.) fvll� 1 1 1 4 lj4 �AvL 4r,47 d:,- I I't Van==Haug=BmsUW6 L= Primed on Recycled Paper i co r.00 9 Eox DocUnErrr# PAGE i Z 77 7 I Pay mk-.. bit III I I,illl - 'j f1 L.II.:''✓...I'.:IILa:II•":Im,�. e.g.r� tsarI. jIu il i.xs;',wel►'7�',ijh''°',.I1I.'-. .............. r. ;77 Issued for: Site PlanReview Amendment •1_-_te` Date Issued: July 29, 1999 LatestI sue• August 12, 19-0019 634 n Street A awam, assac setts oM!o��:{..-!��T�5i � ..; mp-�P," No. Drawing Title Latest Issue C-1 Title Sheet 08/12/99 C-2 Legend and General Notes 07/29/99 AGAWAM Site] ....... Vanass e I fangen I -ustfin, Inc. C-3 Existing Conditions Plan 07/29/99 Transportation C-4 Layout, Materials and Landscape 08/12/99 J Land Developmll_. .. C-5 Grading, Drainage and Uti".1-ity 'Plan 08/12/99 -intal ices Environm C-6 Details 08/12/99 505 East Columf)u Avenue 6011141�9 C-7 Details 08/12/99 Springfield, MA 'jk 105 (413) 747 7113 F i-X (413) 714 '7-0916 Owner Applicant: Locus Map 0 10W 21M FOM F.L. Roberts & Cc Inc. 93 West Broad Strt %.t SrM PLAN APPROVAL ACAWAm PLANNING BOARD Springfield, MA 01 102- 1964 (413) 781-7444 ® F �X (413) 781-4328 IF AUG 1 3 1992 PLANN W �kRo 1A Of i/oll L FUDA CR NO 31104 114k, .1k t t SSION TE A STAMPED FOR ALL EXCEPT C-3 LEGEND ABBREVIATIONS GENERAL NOTES EXIST PROP EXIST PROP GENERAL 1. THE EXISTING CONDITIONS SHOWN ON THESE PLANS 9. ALL ACCESSIBLE ROUTES SHALL BE PER MASSACHUSETTS ARCHITECTURAL ACCESS BOARD f` J L=43.84' PROP PROPOSED WERE OBTAINED BY AN ACTUAL FIELD SURVEY CONDUCTED BY AND THE AMERICANS WITH DISABILITIES ACT (ADA) ACCESSIBILITY GUIDELINES 27 21 rcx 27.21 TCx TOP & BOTTCM ELEVATION AINSWORTH ASSOCIATES, INC. PROFESSIONAL LAND SURVEYOR IN JUNE 1998. WHICHEVER IS MORE STRINGENT). 4 PROPERTY LINE 27.15 BC 27.15 BC MIN MINIMUM SEE EXISTING CONDITIONS PLAN, SHEET C-3. ( } ;..e,-. Xz7.z1 Tc X27.21 TC TOP & BOTTOM ELEVATION �} PROJECT LIMIT LINE 27.15 FCC 27.15 BC / 10. THE CONTRACTOR SHALL MAKE ALL ARRANGEMENTS FOR POLE RELOCATION AND PAY FOR 21.25 21.25 SPOT ELEVATION w LEADER MAX MAXIMUM 2. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE THE ALTERATION AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE, FIRE ALARM AND Vanasse Hangen Brustltn, Inc. - - "- - - - `-- RIGHT-OF-WAY/PROPERTY LINE 21.25 �x 21.25 RET RETAIN SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN ANY OTHER PRIVATE UTILITIES BY THE UTILITY COMPANIES, AS REQUIRED. / � w SPOT ELEVATION LEADER INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. EASEMENT x x / REM REMOVE THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL 11. STORM DRAINAGE: STORM DRAINAGE SHALL BE CONSTRUCTED OF REINFORCED Transportation 2t x 25 21 x 25 SPOT ELEVATION EXISTING UTILITIES BEFORE COMMENCING WORK, AND AGREES TO CONCRETE PIPE (RCP), CLASS 5 UNLESS INDICATED OTHERWISE. Land Development BUILDING SETBACK REMQD REMODEL BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT Environmental Services - STATE HIGHWAY BASELINE BORING LOCATION BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE 12. SANITARY SEWER: PIPE AND FITTINGS: POLYVINYL CHLORIDE (PVC), SDR 35 10+00 10+00 ABAN ABANDON AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. THE CONTRACTOR GRAVITY SEWER PIPE, UN_:=SS OTHERWISE NOTED. BASELINE TEST PIT LOCATION IS TO CONTACT "DIG SAFE" 72 HOURS PRIOR TO ANY EXCAVATION PERFORMED 505 Columbus Avenue EXIST E " " "ADJUST ON OR OFF SITE. 1-888-344-7233. 13. WATER: WATER SERVICE :0 BUILDING SHALL BE 3 4 TYPE K COPPER. Springfield,Massachusetts 0 1105-25 56 - -- CONSTRUCTION LAYOUT A"` (5) TEST WELL / EXIST EXISTING • - _ ----- ZONING LINE • BENCH MARK 3. RIM ELEVATIONS OF DRAINAGE AND SANITARY SEWER MANHOLES ARE 14. W iERE AN EXISTING UTTL.I'" 1S FOUND TO CONFLICT WITH THE PROPOSED WORK, 413 747 7113 FAX 413 747 0916 TL R&R REMOVE AND RESET APPROXIMATE. FINAL ELEVATIONS ARE TO BE SET FLUSH AND CONSISTENT THE LOCATION, ELEVATIO AND SIZE OF THE UTILITY SHALL BE ACCURATELY -- - TOWN LINE WITH THE GRADING PLANS. ADJUST ALL OTHER RIM ELEVATIONS OF MANHOLES DE TRMINED WITHOU f DE BY THE CONTRACTOR, AND THE INFORMATION SL """ 12'p ...: =12"Q� DRAINAGE LINE R&S REMOVE AND STACK WATER GATES, GAS GATES AND OTHER UTILITIES TO FINISHED GRADE WITHIN FURNISHED TO THE OWN .,�'S REPRESENTATIVE FOR RESOLUTION OF THE CONFLICT. STATE LINE 0D 00_ FDN FOUNDATION LIMITS OF SITE WORK. OVERFLOW DRAIN 15. TREES AND SHRUBS OUT: JE THE LIMITS OF GRADING SHALL BE REMOVED ONLY GRAVEL ROAD -CRD--- -II ROOF DRAIN ELEV ELEVATION 4. ALL DIMENSIONS ON THE LAYOUT AND MATERIALS PLANS ARE FROM FACE OF UPON APPROVAL OF THE _'WNER'S REPRESENTATIVE. EOP WALLS, CURB AND BUILDING. EDGE OF PAVEMENT - -- -12"S­ -12"S- SEWER LINE BIDS BOTTOM OF SLOPE 16. ALL AREAS DISTURBED E INC CONSTRUCTION EXCEPT BUILDINGS, PAVEMENT AND BC BC TOS TOP OF SLOPE 5. ALL CURB SHALL BE BITUMINOUS BERM UNLESS STRUCTURES SHALL RECt ''/E 6" OF LOAM AND SEED UNLESS OTHERWISE SPECIFIED. BITUMINOUS CURB __0FiW_ _ ---oHw OVERHEAD WIRE OTHERWISE NOTED. CCB CCB 17. CONTRACTOR SHALL BE ','SPONSIBLE FOR SITE SECURITY AND JOB SAFETY. ALL CONSTRUCTION VGC VERTICAL GRANITE CURB CAPE COD BERM s'W_- 6"W- WATER LINE 6. ALL CURB RADII SHALL BE 3' UNLESS OTHERWISE NOTED. ACTIVITY SHALL BE IN A( ORDANCE WITH OSHA STANDARDS AND LOCAL REQUIREMENTS. _PCC _ � PCC PRECAST CONC. CURB �� -4'fP-___ -4'FP- FIRE PROTECTION LINE MCC MONOLITHIC CONCRETE CURB 7. BUILDING DIMENSIONS ARE SHOWN FOR COORDINATION WITH OTHER SITE 18, CONTRACTOR SHALL PRC"-cCT ALL UNDERGROUND DRAINAGE, SEWER, AND UTILITY VGC VGC VERT. GRAN. CURB G� - -3�G GAS LINE GC GRANITE CURB WORK ONLY AND SHOULD NOT BE USED TO STAKE OUT BUILDINGS. SITE FACILITIES FROM EXCESSI- LOADS DURING CONSTRUCTION. ANY DAMAGE TO SGE SGE GE GRANITE EDGING CONTRACTOR SHALL STAKE OUT EXTERIOR BUILDING CORNERS FROM THE THESE FACILITIES RESULT:,` FROM CONSTRUCTION LOADS WILL BE RESTORED - - SLOPED GRAN. EDGING ---UGI --- UGE- UNDERGROUND ELECTRIC LATEST ARCHITECTURAL PLANS. THE CONTRACTOR SHALL NOTIFY VHB TO THEIR ORIGINAL COND 1TON AT THE CONTRACTOR'S EXPENSE. LIMIT OF CURB TYPE --Tf -- -TEL TELEPHONE LINE CC CONCRETE CURB OF ANY DISCREPANCIES BETWEEN SITE PLAN DIMENSIONS AND BUILDING PLANS BEFORE PROCEEDING WITH ANY PORTION OF SITE WORK 19. CONTRACTOR SHALL ENSURE THAT UTILITIES FROM ALL DEMOLISHED STRUCTURE NOT BEING -- -- SAWCUT FA FIRE ALARM BB BITUMINOUS BERM WHICH MAY BE EFFECTED SO THAT PROPER ADJUSTMENTS TO THE SITE REUSED AS PART OF NEV'; DEVELOPMENT ARE DECOMMISSIONED IN ACCORDANCE WITH REQUIREMENTS LAYOUT CAN BE MADE IF NECESSARY. OF LOCAL AUTHORITIES AND PROPER REGULATING UTILITY COMPANY. MATCH MATCHLINE ->=kP - -F&P FIRE & POLICE CABLE BC BITUMINOUS CURB SEE SHEET 2 of 22 8. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUILDING DIMENSIONS AND ALL 20. ALL WORK WITHIN RIGHT -WAYS WITHIN THE TOWN OF AGAWAM SHALL COMPLY WITH -CA-IV CAN- CABLE TV NIC NOTIN CONTRACT DETAILS CONTIGUOUS TO THE BUILDING. INCLUDING SIDEWALKS, RAMPS, THE RULES AND OF THE AGAWAM DEPARTMENT OF PUBLIC WORKS. St+ SWL SOLID WHITE LINE -.--.-....- UTILITY ENTRANCE LOCATIONS, WALLPACKS, CONCRETE DOOR PADS, ROOF NTS NOT TO SCALE 21. ALL DEMOLITION DEBRIS, 1LESS OTHERWISE SPECIFIED OF THE CONTRACT DRAWINGS, SHALL BECOME SYL SOLID YELLOW LINE ® CB CATCH BASIN DRAIN INLET ETC.TYP TYPICAL THE PROPERTY OF THE G-,,yTRACTOR AND SHALL BE LEGALLY DISPOSED OF OFF-SITE IN A MANNER COMPLYING WITH ALL APFsI_iCABLE LOCAL AND STATE REGULATIONS. BROKEN WHITE LINE I� DCH DOUBLE CATCH BASIN APPROX APPROXIMATE B.L 8YL _ 22. PURPOSE OF 7/29/99 Sl BMITTAL IS TO AMEND PREVIOUSLY APPROVED SITE PLANS ENTITLED BROKEN YELLOW LINE ---- I GUTTER INLET "GAS STATION/CON VENIEN CE STORE" PREPARED BY VANASSE, HANGEN, BRUSTLIN, INC. SYCHL SYCHL SOLID WHITE CHANNELIZING LINE • DRAIN MANHOLE tlllLfTY DATED SEPTEMBER 16, 1998, AND APPROVED BY THE AGAWAM PLANNING BOARD ON OCTOBER 15, 1998. SYCFIL SYCHL SOLID YELLOW CHANNELIZING LINE -TD- =TD= TRENCH DRAIN GIT CHANGE IN TYPE DYL Dn DOUBLE YELLOW LINE PLUG/STUB F&G FRAME AND GRATE -SL SL STOP LINE F E'00�- FES FLARED END SECTION F&C FRAME AND COVER HEADWALL RCP REINFORCED CONCRETE PIPE ---�-,----•�- -_�-- T T T STEEL GUARD RAIL �1 GREASE TRAP VCP VITRIFIED CLAY PIPE - - WOOD GUARD RAIL s © CONTROL STRUCTURE PVC POLYViNYLCHLORIDE PIPE PATH • SEWER MANHOLE ACCMP ASPHALT COATED CORRUGATED METAL PIPE OO - - TREE LINE --- CIP CAST IRON PIPE -- -x_-,x.-- -x--x-x--- CHAIN LINK FENCE © • WATER MANHOLE DIP DUCTILE IRON PIPE J/ro WG STONE WALL G O WATER GATE HYD HYDRANT - - ____.__._ RETAINING WALL _-Vo.TSV ;SV TAPPING SLEEVE, VALVE, ---------�-_--� & BOX RISER CAP CORRUGATED ALUMINUM PIPE - =r •• • I. " " " ' HAY BALES PRESSURE REDUCER INV INVERT ELEVATION � - 2 -- - - 4 MINOR CONTOUR SIAMESE CONNECTION PWW PAVED WATER WAY - - -10- - -20- MAJOR CONTOUR G � FIRE HYDRANT UP UTILITY POLE TAG WM TSV&B TAPPING SLEEVE, VALVE AND BOX ---TS---- -Ts TOP of SLOPE o WATER METER ID PIV COND CONDUIT BS- BS- BOTTOM of SLOPE POST INDICATOR VALVE ACR ACCESIBLE CURB RAMP 'y ® WELL No. Revision T Date App+a. Lz BUILDING 1AG GG Designed by Drawn by Checked by 0 G GAS GATE 11FN 1:1EN BUILDING ENTRANCE TAG GM 0 � GAS METER CAD sneaked by kppraved by I-D ],4 LID LOADING DOCK Scale N.T.S. Date 7/29/99 Project Title ° BOLLARD � • ELECTRIC MANHOLE F.L. Roberts ® � DUMPSTER PAD 13 EB ELECTRIC BOX SAG °M IGN ELECTRIC METER Main Street = DOUBLE SIGN LIGHT POLE PM • PARKING METER FLOOD LIGHT Agawam, Massachusetts '� •■ SINGLE LUMINAIRE Issued for 10 PARKING COUNT F.w, �•�" DOUBLE LUMINAIRE Site Plan C10 COMPACT PARKING STALLS MTN TRIPLE LUMINAIRE Review CROSSWALK _-- ,•19 IN QUAD LUMINAIRE Amendment CONC. PAVEMENT W WALL PACK Drawing Title NORMAL PAVEMENT QT • TELEPHONE MANHOLE Legend - HEAVY DUTY PAVEMENT TS Ts TRAFFIC 51GNAIL � ® HANDICAP RAMP 0 0 !DI 0 SIGNAL. BOX HANDICAP PARKING L �FACP an FIRE ALARM CONTROL PANEL VAN-ACCESSIBLE HANDICAP PARKING TAG FB General Notes VAN FIRE ALARM BOX Detail no, ❑T TRANSFORMER PAD 7 ARCH. DETAIL (SEE 9 ARCH. DRAWINGS) urawin Number Sheet no. O MANHOLE � ��'• ��� . > UTILITY POLE '` `V1 Of C- 2 0- s- GUY POLE AUS 1 3 1999 0 JAME3 L FWA HAND HOLE KlkRD No3 yIFN ranPULL BOXPL E � i2 7 A �.QrC13T � � 4'rajrc:Y PLn nberr t 06207.00 \\masprlprojects1062071caclllc117-29-99 revisionlAgaw-leg.d,1> PLAN BOOK 4 I PLAN $ p E N / F N / F PLAN BOOK 43 PACE IZB (1954) ILIANA CHICLANA 1 BOOK 72 P LIP PS JOHN C. N / F AGE 2 1959) BOOK 9012 PAGE 382 (1994) DOROTHY B. PPS FOUND 1" EMMA STOLL DOROTHY L. HOAR BOLT AT BOOK 9685 PAGE 99 (1996) CARR AVENUE HOUSE BOOK 4539 PAGE 153 (1978) J PLAN BOOK C PAGE 62 LOT #86 S 86°29'D8" E f 7576 SQ.FT. Vanasse Hangen Brustlan, Inc. 620.8g, gg 18"-20"-22"-20" ! ZONED RESIDENCE A-2 374.57' OVERALL IPF _ MAPLE f GRASS Transportation to N 19'10'00"E z 0.99' FROM `'U (/ ! z Land Development fPF OEEO 105 50, CORNER Environmental Services q- N 02*55'12" W & LAID 0 ° 0.45' OUT 41.07' _° N / F FROM TRUEE \� �/ F.L. ROBERTS 505 Columbus Avenue 13- S g6�� , / AND COMPANY, INC. Springfield,Massachusetts 01105-2556 It -D S08 E , —` , 8^ / " 4137477113 •FAX 4137470916 Y Q BRUSH "~-- \ _ S S SMH 8 , PLAN BOOK C K 2638 PPAGE AGE 162 LOT 83 886 O q 3� GRASS I # m Q Q g9. 74 �R= C.L. BACK FACE �, / 8 ;' 6730 SQ.FT. Z LJ 0 —� 14 �� MASS. HIGHWAY �_ WME ZONED BUSINESS A a W COo z FW000 \ 0.81 98 BOUND lsse/s7 ��' / Q RqM s7oc m GUy N N o o° c SHADE \� FENS r 0 o Cn _ I cRAss I / 1 30",24" 18",18" J I gppRok7 \GRASS I �� MAPLE ! I Mq 7�\ 3 J COPp fR \C o ( 1 w qn N I W 1 W ol) op = ` b� / 7 l-= O ! / Hops qMe J o cD E O OF, I 1 #s 2 Q � Z 3 / co � Cl)I,- O w C� BULk� / ac 1 4csro z < SEE: PLANS C PAGE 62 (1915) BRUSH WqL m Z o \ Y p 2 IRF \ o +d GRASS S 0 s40•04'28"w � � Q W Y 1.01' N 86`30'06" W o FROM TRUE - " / / 0)m CORNER `� u7 � 00 STOCKAoE FENCE D 120 6 j 1 f I _ 5 5» 1ICD6 ti f WOO x SPRUCE � z METER, GRASS D RAIL FENCE f -- 98 IPF-— ~ I ! I W MAGNETIC 1998 4 VENT PIPES ' 1 =\ HELD Ab MAPLE OF �M r r \k / 14",14 —` G �0J\�o��' w BITUMINOUS CONCRETE tl / MAPLE oo# 10, I !/ LEGEND �LJ / ocG N / F NOW OR FORMERLY LO ;n BITUMINOUS CONCRETE �Tcy `�, ' os�4'o MH / IPF/IRF IRON PIPE/IRON ROD FOUND WOOD RAIL FENCE _ 1 o`'G � w� / 1 " ° STOCKADE FENCE oN » c" cn MAPLE 4� b PATCH GO P1, � � I y Fo Pr�yF, o I I SD SMH SEWER MANHOLE - / O o / / # LIGHT POLE DOUBLE VENT PIPE o�� MH o G `O v WME /ss / 11 2B—— CATCH BASIN INE / » a • WITH GUARD N 02 55'12F E DOUBLE POST FILLER GAL SUMP O GAS PUMP MH G �� 0 1 / tu _ — w WATER LINE 0.42' FROM TRUE 3 4" IPF O O COVER o oo� / T.B.M. #1 s SEWER LINE CORNER N 00'58'52" W CovER COVER O \��o P�� ,P`' A- / 8 SPIKE IN POLE n DRAIN LINE - -- 1.13' FROM TRUE CONCRETE VAPOR eP ��Q � �/ = 100.00 , �"W--- OVERHEAD ELECTRIC LINE " COVER AOG o (ASSUMED) GAS LINE HELD FOR CORNER 12 ,18 O CONCRETE os�'A� gPpROX� o� °' / Z WATER VALVE - CHOI�D� MAPLE s' GAS PUMP �- W Mq� L I �� Dsl GAS VALVE m No. Revision Date Appv� S 87"57'28" W COVER O p � 3�4, OCq noN GRASS / 1 DD 68 COVER 12,000 r C I / Designed b Drawn b Checked b L=10 0.68' FILLER GAL SUMP i 1 97 �' OpPER W I 9 r y y — D I CAD checked by Aporoved by COVER � `A�6cy � �� I R=3615.uD' Scale 1"=10' Do - 7/29/99 CHORD = -- osTs ! YYY Q ——— S 89*32'59" �151 / M WELL NG Project title -` +~ - R=36 15.0D' 100.20' Z / 1 41 L=1 D D.2 0' _ / 3 / 1 F.L. Roberts GUY NEW BITUMINOUS CONCRETE / T.B.M. #2 WME 1 —ar / �---�w / CB 6 / TOP SPINDLE ON HYDRANT Main Street NETS CORNER MAIN STREET AND BITUMINOUS CONCRETE 1 12" G a SOUTH PARK STREET CB I , CB N/ = 99.94 _ J J -- / Agawam., Massachusetts SMH 1 12 �— �— �� �� / / a / I Issued for s TILE w � � � �- -- / -300 LINE GUTTER Site Plan S I NOTE: SMH 1 To SMH 7 s w ' Review IRON / / / Co L E A L A N D / 5 �w 1 I NOTE. Amendment A V E N U E 12n nLE s w s LOCUS LIES WITHIN AN AREA OF MINIMAL FLOODING, A 1953 � / s BOOKTO 38 WAY - 50 FEET WIDE -- �Q s s SMH 7 ZONE C. SEE INSURANCE RATE MAP 250133 0002 A, or°Wing Title BITUMINOUS CONCRETE / / / WITH AN EFFECTIVE DATE OF FEBRUARY 1, 1978. PLAN BOOK 39A PAGE 090((11953) -' 97 ~— a L v \ 1 Existing —c �� �� THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A g ---- --- 0) TITLE REPORT AND IS SUBJECT TO THE FINDINGS SUCH CO w -� G / J °j A REPORT MIGHT DISCLOSE. Conditions w GV / THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES SHOWN ON Plan w w G. G I THIS PLAN WERE COMPILED FROM FIELD SURVEYS AND AVAILABLE BITUMINOUS CONCRETE w s c I RECORD PLANS FROM UTILITY COMPANIES AND PUBLIC AGENCIES. THE LOCATIONS ARE NOT GUARANTEED TO BE ACCURATE, NOR IS l( SMH 1 SMH 8 CB 3 CB 5 CB 3 \ z / IT GUARANTEED THAT ALL UNDERGROUND UTILITIES ARE SHOWN. Drawing Number RIM = 98.40 RIM = 98.92 RIM = 96.26 RIM = 97.66 E- o / 8" INV. IN = 90.05 8" INV. IN = 90.25 8" INV. IN = 92.86 12" INV. IN = 93.63 �\\ �" o �' I SPOT ELEVATIONS ON GRASS. GROUND, AND 0"HER IRREGULAR JRFACES SCALES 12" INV. OUT = 90.03 8" INV. IN = 90.25 12" INV. OUT = 12" INV. OUT = 93. 1 N o1� / THE EXISTING CONDITIONSC- 3 12" INV. IN = 89.57 2 92 76 6 � 1 \ ,-!� / ARE ACCURATE ONLY TO f 0.1 . ALL SPOT ELEVATIONS ARE IN _AYER FEET SHOWN WERE OBTAINED 12" INV. OUT = 89.49 o o \ 3v�- ! PLATS-TOPO OF DIGITAL DRAWING 1337-A.DWG. 0 10 20 30 FROM AN ACTUAL FIELD SURVEY PERFORMED BY � co cn Q I BEFORE EXCAVATION OR DRILLING CALL DIGSAFE 1-800-322 •:44 AINSWORTH ASSOCIATES, sheet ar SMH 7 CB 2 CB 4 CB 6 0 I 3 7 RIM = 98.53 RIM = 98.68 "� o �` r / I FIELD SURVEY BY E.D.M. TOTAL. STATION METERS INC. IN DUNE, 1998. RIM = 98.88 RIM = 96.35 0 5 10 8" INV. IN = 89.41 8" INV. OUT = 93.70 12" INV. IN = 94.26 12" INV. OUT = 94.28 ^ c�, 2 3� ��r4i00 I l P06207�,00 - �7" IAI\/ IN 17" INV IN = GQ 7R ,Qo� r PLANT LIST M 6' DECORATIVE KIEY 411Y 110TANIZI& "IE commcN NAM SIZE FENCE AR 16 THUJA OCCIDENTAL 15 'TECWY' TECHY ARBORVITAES *-S' HT. _R a JUNIPI= JH 14 JUNIFERUS HORIZONTAL15 'BLUECHIP' CREEPINC E. IMP 4 FRAXINU5 PENN5YLANICA 'PATMORE' PATMORE GREEN ASH 2-1/2"-3' CAL. A VIA RELOCATE GAS TANK VENTS NoTr=s -37 0 HANDICAP PARKING SIGN 1. ALL PLANTINGS WILL BE MAINTAINED AND THAT PORTION OF THE PULIC f WAY ABII THE PARCEL AND INCLUDIN6.3 THE TFI BELT WILL BE 10 AR 7' ON CENTER & MULCH (AR MAINTAINED IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF; Vanasse Han en Brustlin, Inc. _)7 THE PARCEL.TO BE MAINTAINED AT FENCE HEIGHT) Transportation 2 LOCATIONS SHALL BE STAKED CAREFULLY ALL FIROP05ED PLANTING LOC AS SHOWN 04 THE PLANS FOR FIELD REVIEW 13Y THE OWNER'S Land Development REPRESENrATIVE PRIOR TO INSTALLATION. 0 Environmental Services CONTRACTOR SHALL VERIFY LOCATIONS OF ALL UTILITIES P. EXISTING CONCRETE 6' DECORATIVE 6" LOAM & SEED AND NOTIF:' OWNERS REPRESENTATIVE OF CONFLICTS. PAD OVER 8,000 FENCE 12,000 GAL. UNDERGROUND 4.No PLANT rrIATERIALS SHALL BE INSTALLED UNTIL ALL GRADINGAND 505 Columbus Avenue FIBERGLASS FUEL TANKS C:ONSTR. JC. -!ON HAS BEEN COMPLETED IN THE IMMEDIATE AREA. Springfield,Massachusetts 01105-2556 TO REMAIN rp,A 3-INCH DEEP SHREDDED FINE BARK SHALL BE INSTALLED UNDER 413 747 7113 •FAX 413 747 0916 10 ALL TREEE AND SHRUBS, AND IN ALL PLANTIW-s BEDS, AS SHOWN ON THE OR AS DIRECTED BY OWNER'S REPRESENTATIVE. :J &-ALL TREES SHALL BE BALLED AND eURLAPPED, UNLESS OTHERWISE ".5 NOTED, OR APPROVED MY THE OWNER'S REPRESENTATIVE. J! 12'x15' 6 HIGH STOCKADE Z.FINAL GIUAN-:.TY FOR EACH PLANT TYPE SHALL BE AS SHOWN ON THE FENCE DUMPSTER ENCLOSURE PLAN. THIS NUMBER SHALL TAKE PRECEDENCE IN CASE OF ANY SPLIT RAIL FENCE DISCREPANCY BETWEEN QUANTITIES SHOWN ON THE PLANT L15T AND 'Pow -4. opo ON THE PLAN. N.� 8.ANY PROP06ED PLANT SUBSTITUTIONS MUST BE APPROVED IN 7, Cn RESIDENTIAL 6" LOAM & SEED WRITIW:; BY THE OWNER'S REPRESENTATIVE. N, 0)1i 13. BUSINESS ALL PLAN T ,-IATERIALS INSTALLED SHALL MEET OR EXCEED THE 151 ' t i7� �; 9 p ;Y"25 8 LAN , SPECIFICATIONS OF THE "AMERICAN STANDARDS FOR NURSERY GATE STOCK" BY THE AMERICAN A65OCiATION OF NURSERYMEN. 0 1ATERIALS SHALL BE GUARANTEED FOR ONE YEAR t 10,ALL PLAN i r> O FOLLOWIWa DATE OF FINAL ACCEPTANCE. -1 ,, 1'.1 :_- "I, ZONE LINE P � % '.' 11 f. 0 LOAM. F. LOAM AND NEED ALL AREAS NOT OTHERWISE TREATED WITH I& F ACCESSIBLE 12.NO TREES ;ALL BE PLANTED WITHIN THE PUBLIC RIGHT-OF-WAY. f (TYP.) V i RAMP , i 13. F.L. ROBEW,.-�� SHALL ASSUME RESPONSIBILITY FOR REPLANTING OF HANDICAPPED ANY SHRUBS THAT ARE PLANTED WITHIN THE PUBLIC RIGHT-OF-WAY 0 AND D15TURIT3ED AS A RESULT OF THE CONSTRUCTION OF A 12" TOWN RAMP BY C WATERMAIN ALONG EAST MAIN STREET. P,1 -A OTHERS — r,-.- % z 1 03 6,q A GENERAL NOTE-': V CA 0 0­ 1 FINAL LOCA ON OF PROPOSED LIGHT STANDARDS TO BE BY ARCHITECT i-RIOR TO COMMENCEMENT OF CONSTRUCTION. C-STORE .......... V 2 JH & MULCH A._ PROPOSED -i3HT FIXTURES SHALL BE PROVIDED WITH 0 SHIELDS TO PREVENT ILLUMINATION BEYOND PROPERTY SF LINES. _V 2. EXISTING CONDITIONS SHOWN ARE CURRENT AT Z 001� _ X FFE=98.5 THE TIME OF THE EXISTING CONDITIONS SURVEY. PRIOR TO COMMENCEMuNT OF CONSTRUCTION, THE EXISTING CONDITIONS SHOULD BE `71ELD CHECKED AGAINST CURRENT CONDITIONS TO Z, DETERMINE IF CHANGES TO STORM DRAINAGE SYSTEM AND SITE GRADING ARE REQUIRED. 0 043 P FENCE 49 0- 2 JH MULCH IT % --------- A -- BUILDING LINE 0, �SETBACK w EXISTING CONCRETE C. 0 0 PAD AND FUEL DISPENSER ISLANDS TO REMAIN 0 Ln (D T, 6 AR AT 7' ON CENTER & MULCH (TO GROW TO FULL HE1GhT) V oss[gN�oy BC M 6 20'± SPLIT RAIL FENCE i Cn > 3 FP REVISED AGAWAM ENG.bRAWNG PER COMMENTS8/5/99 !8/12/99 C. 0,o No. Revision Date AI k Designed by Drown by Checked b b, 0 CAD checked by Approved by J Z ScoIe Ist=109 Date . NJ 7/29/99 Project Title _T % F.L. Roberts JH & MULCH Main Street PRbPOSED 5' 2- t> r> CONC. SIDEWALK 4 -)F MAI 117 Agawam, Massachusetts 6 JH AND MULCH 6" LOAM & SEED REMOVE EXISTIN6,' DRIVEWAY. LOAM Issued for ACCESSIBLE ACCESSIBLE RAMP (TYP.) AND SEED ACCESSIBLE Site Plan RAMP (TYP.) 42.8' 24.0' RAMP (TYP-) .7 6" LOAM & SEED DRIVEWAY Review 1. Amendment [)rowing Title BC Layout, PROPOSED 6" n+zx BIT. CURB PROPOSED 6"' ZONING TABLE Materials and BIT. CURB ZONE: BUSINESS A Landscape Plan M A I N S T R E E T USE: GAS FILLING STATION REQUIRED PROVIDED MINIMUM LOT AREA N/A 14,300± S.F. Ora.-,inq Number GRAPHIC SCALE MINIMUM LOT FRONTAGE N/A 120' ON MAIN STREET) 10 0 5 10 2 1 0 40 OF FRONT YARD SETBACK 35' 35 (BUILDING) C-4 REAR YARD SETBACK 25' -33-.5± FT.--" -_ o JAMES L 'S1 b If YARD_DSETBACK N,/L 3 FT. tDA IN FEET FL of MAXIMUM LOT COVERAGE 50% 14% CrVIL I inch 10 it. MAXIMUM BUILDING HEIGHT 45' <45' NO.31194 4 7 TOTAL Sf_K_LS_ N/A 00?07.(X) 0APkING LOT---SETBACI�S:-—------- F'I,_'l !T r'f- Aev/^A? .. ..... maser� 1mis106201\cadiidr/-1.9-99 ievisiujAAgaw-1m.dwg ti NOTES: ' PRIOR TO INSTALLATION OF ANY SEWER, WATER OR DRAINAGE LINES, ' fit THE CONTRACTOR/OWNER SHALE CONTACT THE TOWN OF AGAWAM ENGINEERING DIVISION, 413 •'786-0400, x275. NO PIPING/APPURTENANCES 1 WILL BE INSTALLED OR BAi�KFILLED WITHOUT THE PERMISSION OF r THE DIVISION. } 2. CONTRACTOR SHALL LOCATE AND PROTECT EXISTING SEWER STUB FROM , HOUSE TO BE DEMOLISHED UNTIL REUSE BY NEW BUILDING. CONTRACTOR ' SHALL FIELD DETERMINE INVERT ELEVATION OF CONNECTION POINT PRIOR TO LYING OF NEW SERVICE CONNECTION, AND SHALL NOTIFY Vanasse Hangen Brustlin, Inc. ENGINEER IMMEDIATELY IF ENCOUNTERED CONDITIONS PREVENT REUSE } Transportation - �'y '•� R' `{ ``''' > v OF EXISTING CONNECTION. "RENCHENG OF STATE ROUTE 159, EAST MAIN po ment . 4 STREET IS NOT ALLOWED Land Development � P 3. NO CONSTRUCTION WORK NITHIN THE STATE HIGHWAY LAYOUT SHALL Environmental Services Z COMMENCE UNTIL APPLICA13L E PERMITS ARE OBTAINED FROM THE z✓ HWA MA HI,� SS G Y DEPARTMENT. 0 505 Columbus Avenue Springfield,Massachusetts 01105-2556 98 r, r 413 747 7113 • FAX 413 747 0916 } - eJ f 1 .fir .. - r+._ . ,,, _ - t' ,' �•L J "7 Vie, - - ry; J r t I C� r • Y c_ , r y ; v ; , 9 8 iGO O R= 9 i 97 5 I I 94.5 IN RD r- ( ) - 1 r' - Q 1 t 1 - I = 944 OU MH1 - - - - i "•. ` ' 1 O NEW GAS SERVICES TO o BUILDING. SIZE BY GAS �1 p 1 COMPANY. PROVIDE NEW _. .. 2 GAS GATE AT PTOPERTY LINE ; %I C STAREX. •�. �.: d� I J 1972 98.02 x .... .... ---------g '.. SAWCUT LINE (TYP.) _ t o E 98E5 ` 97.58 13 r, , �� � ! _ 8. x ,5 ',, E NEW i S. 96.8 96.9 97.35 5 ® '} .O SLOP x �._ 98 , 1> i f r PAVEMENT. .:f. TO MATCH =_, ;l \ 97.45 t EXISTING r 98 0 i 4 SEWER INVERT I 1 ELEV.= 94.0 -- 4tiR,q }' ,L• '! (SUBJEC`( TO ' - - - _i 'A'! -, �Z �SFa iI VERIFICATION} O .�f k i 1 ti O 97.64 _ r , , i ! t 1-- i 96 6� 97.58to i 96.24 CB 2A t, t BREAK EX. 8" FROM R= 97.5 \ - C62 AND PERMANENTLY :; �,` 1� I - 94.2 OUT(DMN1) ; t - °. HOLE {{ SEAL PIPE AND MAN `OPENING I - 4 DMH 1 A CONNECT TO EXISTING i 3 r 96.9 R ,� 97.42 R=r 97.8 l \ )WATER SERVICE. PROVIDE g(1 I D ` ' -r96.8 x ' q/SEo c I =94.1 1N(CBi) I NEW SHUT-OFF IF REQ D. 3 y I 1 REVISED DRAWING PER 8/S/99 a 2 g� 96.81 �- 6.74 CqN ONC, I =i94.1 IIV(CB2) i AGA_W_AM ENO. COMMENTS �_� "•; - I� -1 No. Revision --Nate vd_ ;} CB 2 : ' ° I =!94.0 0UT(CB5/) ,': � P .35 " L ,�. • fir' , J '. 5 � Designed by Urown by Checked b P. i 97 p� 97.7 CAD checked by Approved U B5) � 37 by : 5 ti-0� l r 97 ! s. 1; - CONNECT NEW SANITARY SEWER Scale �r r Dote - b 1 =10 7/29/99 r I£: ..� r vv ! __ -.._ _ _._ I I �. y TO EXISTING SEWER e \ n ' SERVICE - ..� -'•• _ ,' <' : ' _._ 97.15 z VICE FOR HOUSE Project Title � , 0 'r ; a OLISHED r : I- BE DEM . 97 \ SSE 7.3 x 50 0 },t. A90VE) r , . E� j �{ NOTE 2 T P o F.L. Roberts : w W - Main Street W .__ W ^; ,} - APPROXIMATE LOCATION OF ,t l , I PROPOSED12" TOWN WATERMAIN ( 0 R ) r_ ,..-_._ i' - - - �E - fl Y ll .:gip__.. to _.._- ._ ._. . _. .._._ .. ° �, • Agawam, D 'r Lt C- ._-. . ., ... ._. ._.._.._._ -....,_,..,.___ Issued for - ` o am, Massachusetts i )) - ,- I� �� N=W OVERHEAD WII .=S Site Plan , ' p RHEAD ; lil ' L A I l FLUSH FEO y _. ____...----s -. .... _ __; ,,,_. ._ _�, :,t.r , , `•�, "i� ` �" M EXISTING U . ULIT V 9 Y POLE Review 99 % • � : � I � : Amendment , ; 3 ,SZ, i 1. k J1 i Drawing Title ' L E I ' _ Grading, 9.3 Drainage and - 99 - Utilities Plan t; SAWCUT LINE ( YP ) l •-, 1, ; _:... . - M A 4 IN T R E E T rt,w ng Number ; C-5 Ift OF GRAPHIC SCALE `} o y EXIST CB5 dAIIAE:g L N ' 10 o s to so +o R= 97.66 T.B.M. #2+/ TOP SPINDLE ON HYDRANT T.B.M. #1 q IR1DA CiVlt ti Le' of I = 93.63 IN EX) CORNER MAIN STREET AND SPIKE IN POLE .o No.311 5 7 I = 93.73 IN DMH1 SOUTH PARK STREET = 100.00 �o,. '�F01STE��V ( IN FFFT ) I = 93.73 IN CB2) = 99.94 (ASsuMFD) a,w....-, i.l„i„be, 10 1•t. i -93 F;1 {r�l I i} - - ------- _ -- --- ��ti 06207.00 WEARING SURFACE TYPE V8 s BINDER -w VERTICAL GRANITE CURB 0 Uj HEIGHT VARIES 15" - 17" Vanasse Hangen Brustrin, Inc. 6" CEMENT CONCRETE PROCEDURE DESCRIBED HEREIN IS APPLICABLE ONLY IF CURB IS TO BE SET AFTER Transportation BASE AND/OR BINDER COURSE ARE IN PLACE. OTHERIASE CEMENT CONCRETE WALL Land Development BE EUMINATED AND GRAVEL WILL BE BROUGHT UP TO THE BOTTOM OF THE BASE COURSE, FOR DESCRIPTION. MATERIALS AND CONSTRUCTION METHODS SEE SPECIFICATIONS Environmental Services - --- --- LIGHT POLE PROVIDE BASE COVER NOTES: A B AS FURNISHED BY 1. CUT NEAT LINE 6" FROM CURB LINE AND REMOVE BINDER, BASE 505 Columbus Avenue POLE MFG. AND STONE, AND REPLACE WITH CEMENT CONCRETE. Springfield, Massachusetts 01105-2556 5.0, 1 '- 5.0, 2. ACCEPTABLE CEMENT CONCRETE IS ANY CLASS UNDER SECTION Ipig LIGHT POLE BASES OF THE 1988 STANDARD SPECIFICATIONS: ALL TEST REQUIREMENTS 413 747 7113 •FAX 413 747 0916 IN PARKING LOT TO ARE WAIVED. BITUMINOUS CONCRETE IS NOT AN ACCEPTABLE SUBSTITUTE F F BE PAINTED YELLOW IN TOWN PUBLIC WAY. C SLOPE w SLOPE SIDEWALK � C I � Z Q 1I I #3 TIES ® 12" C.C. Vertical Granite Curb (VGC) 4 ¢ 4-#5 VERTICAL-EQ. SPACED REV N.T.S. CURB RETURN I cp 5.O' R w 16' TREEBELT b �W o vi o0 a _j 6 1/2" CURB z¢ A FINISH GRADE SURFACE TREATMENT 10" 2" RADIUS (TYP.) A B ��%!%�!%�!% %/%��!%\/�%� ��%�! !%!%�/%�!%%�/%��%� VARIES NOTES: TREEBELT SIDEWALK 3 It Z 2" 6" 2" CONDUIT SEE ELECTRICAL BITUMINOUS 1. CONCRETE SIDEWALK IS O O �� PLAN FOR SIZE CONC. PAVEMENT SLOPE TO RUN CONTINUOUSLY � - - (TOP COURSE) 4" CEMENT THROUGH DRIVEWAY O VARIES 2 O ¢ CONCRET m Lil w CURB - VARIES 2. CONCRETE USED SHALL ao ¢ m GROUND ROD CONNECT w BITUMINOUS W.W. MESH BE 4000 PSI WITH A T6 1/2" CURB M TO INSIDE METAL POLE CONC. PAVEMENT FINISH MAXIMUM AGGREGATE °0 °' oz a / (BINDER COURSE) FINISH GRADE SIZE OF 3/4" AND LL j// ° `/\, \\/ g" 2" 1r"/FT. PAVEMENT 3I SHALL CONTAIN t o O ' � /\\\// ° ° x 5-7% ENTRAINED AIR SECTION A—A 0 0 ; \i< ;`\` ° o 00 C) Ix 3. CONCRETE DEPTH SHALL 1" LIP I r o o /X"- _ \//� o \�j\\j O O a° ° ° ° ,, ° o ° —- N i BE A MINIMUM OF 4" f I %\ \ - - — i\%\\% o° °°� o o O ° O '° d p O o g° °° x \ \\��. // /,�/, EXPANSION WITH A MINIMUM OF \/\/ o / r./i `O '\/ ° / \/\ OO O O ° ° 12 JOINT 6" BENEATH DRIVEWAYS %\\/ /\/\/\/\/\/\1\/ \/� BOLT LAYOUT '\\//\\/ O O 00 0 °° O o O o °O O o ° 6" SEALANT — WITH \\��\\��\\��\\���\�\\��\ \� \��� 1 '- i//j// ° o0 8 0 o° °o °° O o o ° GRAVEL BuR ROW (WHEN SIDEWALK SECTION B—B COMPACTED OR & MOUNTING \\\\ o °�J o Q 5.0' DRIVEWAY SIDEWALK UNDISTURBED 2'-0" (MIN. PROCEDURE AS /�j o * O o 00 O o O 00 O o o °� (COMPACIF REQ'D) SUBGRADE / / ° .00 o o ro g°° ° o PER MFG. SPECS o o C O ° o ° ° O° ° °o°o NorEs: SECTION 1 3/4" DROP SECTION PLAN \\//\\/ ° ° o °° °°o° °o ° o O °� O a ° O o�0 0 o 0°a O o�0 00 Q o QO 1. PROVIDE 15EXPANSION FT. I O.C. JOINTS 41 ° O° ° .0 AT MIN, 16 FT. .0 W TH PRE— io \\\/\\\/\\\/\\\// \\/\//� MOULDED JOINT FILLER. " \ \ \ \ \ \ \ \ \ \ NOTE: LIGHT POLE FOUNDATION DESIGN IS SUBJECT TO �/��/�//,/i�!ii,//�,/�,/../i,,/ice,/i�!ii!fi!/�,/ice,/i�,//�,/i�,/iy�,//�!/�, //� /�,//�!/.! ..... /�✓�!/�, 1 2 2. PROVIDE TOOLED DUMMY SECTION C—C CHANGE BASED ON FINAL POLE AND FIXTURE JOINTS AT 4' 1 SELECTION AND GEOTECHNICAL SITE INVESTIGATION. CONCRETE 3. PROVIDE BROOM FINISH IN SIDEWALK — BITUMINOUS COMPACTED DIRECTION PERPENDICULAR " TACK COAT GRAVEL BASE TO CURB 1/� PREFORMED EXPANSION JOINT — BLDG. FACE OR COMPACTED FIXED OBJECT SUBGRADE JOINT D" "AIL -Mw. - Driveway Apron (Agawam Standard) Light Pole Foundation Detail 3/99 Bituminous Curb (BC) Monolithic Concrete Curb & Sidee dk (MCC) N.T.S. N.T.S. LD-310 LD-410 REV N.T.S. LD-415 REV N.T.S. HARDWOOD STAKES HARDWOOD STAKES OR DEADMAN (TYP.) OR DEADMAN (TYP.) - - TREE PIT TREE PIT --- - ROOT BALL ROOT BALL GUY WIRE BLACK REINFORCED RUBBER —GUY WIRE REVISED DRAWING PER B/5/99 8/12, 99 HOSE (ABOVE FIRST BRANCH) AGAWAM ENG- COMMENTS BLACK REINFORCED No. Revision Date d- RUBBER HOSE Designed by Drown by Checked by ELAU THREE STRANDS OF #10 GAUGE THREE STRANDS OF #10 GAUGE CAD checked by Approved by TWISTED GALVANIZED STEEL WIRE TWISTED GALVANIZED STEEL WIRE PLANT 1 INCH ABOVE Scale N.T.S. Dote 7/29/99 2"x2"x8' HARDWOOD STAKE SQUARE 5X5 CEDAR POSTS SURROUNDING GROUND ITitle (3 STAKES PER TREE} - GALVANIZED EYE AND TURNBUCKLE WITH CEDAR PYRAMID CAP TIGHTEN AS SHOWN. � TREES OVER 10' HIGH ONLY) 3" PINE BARK MULCH. DO NOT F.L. Roberts COVER STEMS OR TRUNK. DADO CEDAR UNTIE AND CUT AWAY BURLAP Main Street � � ROOTBALL SHALL BE SET 2" CAP STRIP _ a FROM 1/3 OF ROOT BALL (MIN); TREE SHALL BE SET PLUMB, IF SYNTHETIC WRAP COMPLETELY. �. ABOVE THE ESTABLISHED REMOVES USED, AFTER SETTLEMENT � , _ FINISHED GRADE. ROOTBALL SHALL BE SET 2" _ _� SLOPE TO FORM SAUCER. Agawam, Massachusetts ABOVE THE ESTABLISHED - PLANT BACKFILL MIXTURE. Issued for FINISHED GRADE. 3" PINE BARK MULCH, DO NOT 1 x4 _ PLACE MULCH WITHIN 3" OF TRUNK. CEDAR BOARDS .,\�� / Site Plan 3" PINE BARK MULCH, - _ BUTTED Review DO NOT PLACE MULCH - �� � � �\ \ .:� �!/j " \ \,\'� ` Amendment WITHIN 3" OF TRUNK. �-�.�-- �- � _f SLOPE TO FORM 3 HIGH SAUCER. �\!�\\�� r�\�\�i�\/i 2"X2" HARDWOOD STAKE r'\� �i��i�i\/i\/i\/i\/i��i�/i\��\� %\\/} EXISTING OR COMPACTED 3" SLOPE TO FORM 3" HIGH SAUCER. '= _ \/�'\ \1;/\/ /:�\ `-' — OR DEADMAN i ,/a 3�i (3 STAKES PER TREE) HOLE - THREE TIMES ROOTBALL DIAMETER SUBGRADE Drawing Title 1 TIGHTEN AS SHOWN. _ WITH SLOPED SIDES PLANT BACKFILL MIXTURE. PLANT BACKFILL MIXTURE. 8' UNTIE AND ROLL BACK BURLAP �. — - /\ ---UNTIE AND ROLL BACK BURLAP C° Details FROM 1/3 OF ROOT BALL (MIN); 6� fi" !�\/�\/�\/�\�\ FROM 1/3 OF ROOT BALL 'l'IF SYNTHETIC WRAP IS USED, USED,r IF SYNTHETIC WRAP IS I I I I NOTE: J ILJI U REMOVE COMPLETELY. REMOVE COMPLETELY. 18" LOOSEN ROOTS AT THE OUTER EXISTING SUBGRADE, OR 12" VARIES 12" EXISTING SUBGRADE, OR TOPSOIL EDGE OF ROOTBALL OF TOPSOIL MOUND COMPACTED MOUND, COMPACTED CONTAINER GROWN SHRUBS. 12" VARIES 12" HAND NAILED WITH ALUMINUM RING SHANK NAILS - orov:ir q lJumber Tree Planting (For Trees Under 4" Caliper) Evergreen Tree Planting Decorative Fence Shrub PIanting — 3/99 �,��H of , c-6 LD-501 N.T.S. LD-503 N.T.S. N.T.S. N.T.S. LD-600 JAM L y� o FUDA *^ CIVIL y Sheet of NO.31194 6 7 A�a� �FG'IST E� AL / 06207.00 ACCESS AISLE -SEE DETAIL 4" WHITE LINES 24" ON CENTER V °l i Vanasse Hangen Brustlin, Inc. a /--BLUE SKID- UJ RESISTANT Land Developmentopment uWi 14%0 / tion PAINT Environmental Services 2 505 Columbus Avenue ADJACENT_ eO[?nC . Springfield, Massachusetts S-255 TO VANACCESSI6 E 413 747 7113 FAX 413 747 0916 �F SPACES DETAIL 3" WIDTH WHITE gccFSsle�e ACCESSIBLE PARKING 1 1/2" BITUMINOUS CONCRETE TOP COURSE #4 0/-4000 PSI CEMENT BOTH WAYS 16" 3 1/2" BITUMINOUS CONCR TE BINDER COURSE CONCRETE (TYPE 11) (CENTERED) 3/4" CHAMFER NOTES: 1. ALL DIMENSIONS TO EDGES OF 4" PAVEMENT STRIPING, TEMPORARY BITUMINOUS 2. ALL STRIPING SHALL BE 4" WIDE SOLID WHITE PAVEMENT SAWCUT % CONCRETE SAWCUT 3" PAVEMENT MARKINGS UNLESS OTHERWISE NOTED. EXISTING JACK HAMMER OR SAWCUT 3. 8' STALL WIDTH REFERS TO 8' CLEAR BETWEEN INSIDE EDGES PAVEMENT EDGE FOR TEMP. PAVEMENT EXISTING PAVEMENT Ca A Q �- Q ?" LIP (MAX.) OF PAVEMENT MARKINGS. - ° a N lrvla ..IZ." PROCESSED GRAVEL BASE COURSE". r O COMPACTED IN 6" LIFTS COMPACTED \\\\ \\ \\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ y .;:(FtOWABLE FILL (FULL DEPTH) MAY BE,.'. / /////„//// /\//\//\//\//\//\/j\//\//\//\ \//\//\// Accessible Parking Space REQ'D BY DPW SUPT). GRAVEL /�\��\��\:�\��\��\L�j\��\��\��\��\�.\!\ \��\�\�\.\��\��\M _- COMPACTED N.T.S. 12" MIN. SUBGRADE OR LIMITS OF DISPLACED 12" NOTES: 1 ?" BITUMINOUS SURFACE COURSE PAVEMENT GRANULAR MATERIAL 1. THE MAXIMUM ALLOWABLE ROUTE (SIDEWALK) AND CURB RAMP - - 2 ?" BITUMINOUS BINDER COURSE COMPACTED IN 12" LIFTS CROSS SLOPES SHALL BE 1.57- o ° ° °p ° ° ° °0 p 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE o a ° °o a a °°D NOTES: EXCLUDING CURB RAMPS SHALL BE 5%. z) p0�� 1. TEMPORARY PAVEMENT OVER TRENCHES IN STREET TO REMAIN NOTES: 0 3. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE CURB O ° ° 12" COMPACTED GRAVEL BASE COURSE FOR A MINIMUM OF 60 DAYS. TEMPORARY PAVEMENT 3" BINDER 0 0 °o o ° 0 0 0 1. SIZE OF COMPACTOR PAD TO BE A5 INDICATED ON PLANS. RAMPS SHALL BE B9.. ° o 0 O a � COURSE IN ONE LIFT - COLD PATCH KNOWN AS "QPR" MAYBE USED CONSTRUCTION JOINTS TO BE S ` AT INTERVALS OF 1/3 OF LENGTH. °o 0 0 0 �° WHEN TYPE I-1 I5 UNAVAILABLE. 4. A MINIMUM OF 4 FEET CLEAR SHALL BE MAINTAINED AT ANY a 8o p 0 0 0 000 o O o$� 2. REMOVE TEMPORARY PAVEMENT AND REPLACE WITH PERMANENT 2. SQUARE DUMPSTER PAD TO BE 16'06' (MAX). PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (I.E., HYDRANTS, o q 0 PAVEMENT UTILITY POLES, TREE WELLS, SIGNS, ETC.) -- 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. 3. PAVEMENT THICKNESS TO BE 5" MINIMUM, OR GREATER TO MATCH HEAVY MY FLEXIDLE PAVEMENT EXISTING CONDITIONS. 6. BASE OF RAMP SHALL BE GRADED TO PREVENT PONDING. COMPACTED SUBGRADE 4. WHERE PAVEMENT IS CUT V-O" OR LESS FROM EDGE OF ROAD. 7. SEE MONOLITHIC CONCRETE CURB & SIDEWALK DETAIL FOR REPAVING TO EXTEND TO EDGE OF ROAD. TYPICAL RAMP CROSS SECTION. - NOTE; - 5. EDGE OF EXISTING PAVEMENT SHALL BE TREATED WITH A TACK PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE COAT PRIOR TO PLACEMENT OF THE PERMANENT PATCH. BASED ON THE RESULTS OF FURTHER GEOTECHNICAL INVESTIGATIONS 6. EXCEPT AS OTHERWISE DIRECTED BY THE D.P.W. SUPT., THE EDGE BY OWNER. OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATED WITH INFRARED EQUIPMENT TO SEAL THE JOINTS. Accessible Curb Ramp Bituminous Concrete Pavement Sections Pavement Repair (Agawam Standard) Dumpster/Compac-,-or Pad 2 3 99 N.T.S. N.T.S. N.T.S. N.T.S. ---- LD 706 NOTES: - - - - 24" DIA. 1. ALL SECTIONS SHALL BE DESIGNED FOR NOTES: ACCESS HS-20 LOADING. 1. ALL SECTIONS SHALL BE DESIGNED FOR HS-20 LOADING. iv iq a 2. COPOLYMER MANHOLE STEPS SHALL BE INSTALLED AT 12" O.C. FOR THE FULL 2. PROVIDE DOGHOUSE OPENING FOR PIPES DEPTH OF THE STRUCTURE. WITH 2" MAX. CLEARANCE TO OUTSIDE OF 48" DIA. MANHOLE PIPE. TOP SLAB SHALL NOT REST DIRECTLY 3. PROVIDE "V" KNOCKOUTS FOR PIPES WITH ON PIPE. GROUT ALL PIPE CONNECTIONS 1" MAX. CLEARANCE TO OUTSIDE OF PIPE. . SEE AGAWAM STANDARD REVISED ALTERNATE TOP- SLAB (NON SHRINK GROUT) -- MORTAR ALL PIPE CONNECTIONS. SED DRAWING PER 8/5/99 SECTIONS SHALL BE PREFORMED BUTYL TYPICAL AGAWAM ENG. COMMENTS �rL (STEEL REINFORCED FOR HS-20 LOADING) 3. JOINT SEALANT BETWEEN PRECAST PAVEMENT REPAIR DETAIL 1 8/12/99 T - 4. JOINT SEALANT BETWEEN PRECAST SECTIONS RUBBER. SIGN No- Revision Date aped SHALL BE PREFORMED BUTYL RUBBER. FINISH 4• CATCH BASIN FRAME AND GRATE (4"DEPTH) Designed by Drawn by L: ticked by GRADE 8" 24" DIA. 8" 5. DRAIN MANHOLE FRAME SHALL BE SET SHALL BE SET IN FULL MORTAR BED _ �- `ACCESS IN FULL MORTAR BED. 0 N CAD checked by Approved by Ld 5. ADJUST TO FINISH GRADE WITH CLAY BRICK COMPACTED GRANULAR o ADJUST TO GRADE NTH CLAY BRICK AND AND MORTAR AS REQUIRED. BACKFILL AS APPROVED 7 U ly I scale N.T.S. Date 7129/99 SEE MORTAR (2 BRICK COURSES TYPICALLY, BY THE ENGINEER o o y STEEL NOTE 5. 5 BRICK COURSES MAXIMUM) v z CHANNEL Project Title INITIAL BACKFILL +O,OnC�" w SIGN POST F.L.zt� Roberts C)o a a v a F z°� FINISH GRADE zw Main Street _J 0. STEPS, SEE 4 4 4 4 d .. I z UJ a o NOTE 2. 4 4 ,� 6 a_ I SEE - - - h `� � NOTE Ld HN _ 24" SQUARE G L14" (MIN.) D 2 w o Agawam Massachusetts i m SPRING OF PIPE w z N p o TOP OUTSIDE OF PIPE D/2 w Of o 48" DIA. MANHOLE MIN. ssued for W Q W wo w _ z Q It UJI a ; SEE NOTE 4. SEE NOTE 3 HAUNCHING LANDSCAPED AREA Site Plan OUTLET INVERT (SEE NOTE 3) m� VARIES BEDDING 6- UJ a Review (SEE NOTE 3) .Amendment DIA. VARIES �0 DIA. �U Z \ cn =' :j VARIES o -"DOG HOUSE" OPENING CRUSHED STONE 12" z t z w FOUNDATION Drawing Title m TYP i 4 ' NON-SHRINK m ' 2' DIA CONCRETE • GROUT 48" DIA�MIN NOTES: SUPPORT 18" DEEP o ° O o , ° 8 0 12 •^ 1. THE INSTALLATION OF PVC SEWER PIPE SHALL CONFORM TO p o n 'C~o° ° .o ° ° ° �y,° o O6 icy, ° r ,}rp_ THE REQUIREMENTS OF ASTM STANDARD D-2321 - Details Oo C) °0 0 vOo O O° °� 0 O � °; ° °y 2. THE EMBEDMENT MATERIAL SHALL BE 3/4" CRUSHED STONE ' ��°\ \ ����� ��i��� •� ° ° a ca° $ ° 3. USE HAND OR MECHANICAL TAMPING TO COMPACT THE ° m 0 . O ° '° o O v �' g °o °° ° O O �° BEDDING AND HAUNCHING. SHELF TO BE FORMED CEMENT CONCRETE INVERT 000 °�� a o o o' 00 ��, CO 4. GEOTEXTILE TO BE USED WHERE AND AS DIRECTED BY ENGINEER. AT A SLOPE OF 1" PER '\/���%f�/i�/f�/jj� ��%�%//� �/\i�i�'�Y� i�i\ FOOT (FOR PIPE SIZES 12" COMPACTED 18 INCHES AND LARGER) GRAVEL 12" COMPACTED COMPACTED COMPACTED GRAVEL SUBGRADE Dr SUBGRADE aw�r,g Plumber Drain Manhole (DMH) Catch Basin (CB) Shallow Basin 3�9g Utility Trench (Agawam Standard) Sign Post - Type A 3199 Ia o C-7 or LD-101 A REV N.T.S. N.T.S. LD_104 LD-118 A REV N.T.S. N.T.S. REV Ld_704 a JAMEB L �yG FUDA sbe01 of CIVIL 7 7 NO.31194 A�oFf�EGISI �StV' I r. j..: I I IL]rriber AL 4.Jit 06207.00