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Site Plan of Development (87)
TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION � �'� ` APPLICATION FORM r n� Application No: Official Receipt Date: Receipt No: `0 APPLICANT: '/T1.^ C_.,&4--L " cloieoffAm��I PROJECT NAME: E&;M" IUF TI�[1T t /ViETLc1 1r ADDRESS: 2.00 1=151W e DRIVE . &DO CT- 0GW1'-,M!? OWNER OF RECORD ON LAND RECORDS: OT ADDRESS: 1101 OS S COMPLETE LOCATION OF PROPERTY: ASSESSOR'S MAP # 2.7 PARCEL# ZONE �1.3CiCf �tt'7L'�t,IAT � M+ _ NAME, ADDRESS,TEL&FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: 'J' 7' L E %VEIL.L .laVC 643 a-/3 f3 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Re subdivision ❑ Open Space Subdivision (Public Hearing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision(Public Hearing Required) ❑ Minor❑ Major ❑ Conditional Approval ❑ Special Exception to Article (Public Hearing, Certified letter to abutters required) X Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulation Amendment: ❑ Zoning ❑ Subdivision. (Attach proposed amendment) ❑ Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) pplic do Pending sign is required to be posted on the property for all applicati ns ten (10) days prior to being heard by the Commission. t EVERG EN A K LC B Sign a ure Vplicant Si ature of ope Owner John Fi guer , Member Duly thor ed Sri I �► �; G1 I ' ►�'ilk •,. tt-MAI WA AM II 7411 •.: lip -=i 411 a, �G - - '�11i��/_1!' i�'> r~r�T�i 1�►1�i1►bra r ��U; ��. ��ISi I.,� - - -- � CIEs,lr► �►�.�jam'��r►T r '���►�1:= r ��f� �- `II_�►%. 'lie�.;�.�a�i;� ! �� ` ��� ������� T.'-Wrl �,. a. ,,.I .C�rSdi_.�►.�► :ir *�ri �T�► ` / ��� is41 ►�'::�1��' l:.:i' ... GIB �V ..: ,". .:, �rI I► r/7 i/iCl► rA� 'IA\I ���I �t "IA►� Ir I► 1 Memorandum To: Marcia A. Banach, Director of Planning ,. GEL From: Jeffrey Doolittle, P.E. Town Engineer f SOUTH V ii DSC,; Date: 12/13/02 Re: ECHN Site Plan (02-70P) I have reviewed the site plans for ECHN aT d'have the following comments: 1. The Title Sheet has a Typographical error— "Midigation" 2. Show the Taking Line and Slope Easement shown on Sheet CS.1.4 on the other plan sheets also. 3. The ROW line along Deming Street and possibly Buckland Road needs to be adjusted to allow room for future road widening as part of the Evergreen Walk plans. 4. The, Utilities need to be checked on Sheet CG.1.2. There are two electrical and water connections shown to this building. Is this accurate? Show the water line connections going all the way to the water main in the street. Show the existing utilities in the ROW where they are presently located and show them relocated so they will not conflict with the final roadway improvements. 5. The Existing CB in Deming Street by Sta. 8+65 that will be in the driveway needs to be converted to a manhole and a replacement CB built along the curb line that is piped to this existing structure. 6. Why is CB-1 shown so far off the existing road? This will not pick up much water and will be difficult to maintain 7. Show the existing drainage outlet and drainage easement along Buckland Road near the southeast corner of this lot. 8. Show and label the roof leaders and foundation drains for this building. These need to tie into proposed drainage structures. 9. A drainage manhole is needed at the bend of the pipe that comes out of the southeast side of the building. Label this pipe. 10.A table of the top of frame and invert elevations of the proposed drainage structures needs to be included on the plans. 11.Include the Finished Floor elevations of this building on the plan sheets 12.Show more details of the grading where the driveway intersects Deming Street. 13.The Town Standards call for maximum slopes of 3H:1 V. Check the slopes shown on the plans by the west end of the building and parking area. 14.Include sidewalks along the entire frontage of this lot to the property boundaries on both Buckland Road and Deming Street. Locate these so they do not conflict with the future roadway improvements. .. r 15.Show a detail for the outlet structure from the large detention basin. An overflow spillway also needs to be shown. I recommend a level spreader or some other type of flow diffuser be included after this outlet structure. 16.Why is the sanitary sewer main in Deming Street off center? Show details for how this line will be installed under the culverts crossing Deming street. 17.On Sheet CG.1.3 more contours and elevations need to be shown to complete the grading around the western parking area. Label all walls and new sidewalks proposed. Show where sidewalks meet from Phase 1 and Phase 2. 18.On Sheet CG.1.4, 1 suggest silt fence be.installed along the entire southern boundary of the site work and around the smaller detention basin. 19.How will the existing drainage channel along the southern side of this lot be treated? 20.On Sheet CP.1.1, show the existing drainage and other utilities that the sanitary sewer line will cross. 21.On Sheet CP.1.2, Show where the flush concrete curb (3) and the raised concrete curb (2 or 4) meet and how they transition from one to another. 22.The Island at the southeast corner of the parking lot is shown with flush concrete curb (3). Is this correct and if so Why? If not please change this notation. 23.On Sheet C1.5.1, Detail 1 —the 1' of pavement behind the curb is not necessary. 24.On Sheet C1.5.1, please change Detail A to show the Town standard of 6" Processed Aggregate base 25.On Sheet CI.5.1, please change Details C and D to show the Town standard of 8" gravel base under concrete sidewalks or slabs. 26,On Sheet CU.5.1, where are the Raingarden, Stone Filter Berm and Riprap Swale shown on the plan sheets and used on this site? 27.On Sheet CU.5.1, modify the Storm Drain Trench Detail to show 3/" stone up to the spring line (mid point) of the pipe and -gravel bedding immediately over the pipe. 28.1 will call the engineer with questions about the Drainage Report. 29.South Windsor WPCA approval is required for this site plan. 30.Street Cut and Drain Layers Permits will need to be taken out for the driveway, sewers, utilities and any roadway improvements. Please call me if you have any questions. Thank You. 2 rGIRN _ v Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5992 TEL 86o 646-2469 FAx 66o 643-6313 INTERNET:www.fussandoneill.com Other Offices: West Springfield,Massachusetts Trumbull,Connecticut Providence,Rhode Island November 25, 2002 Ms. Marcia Banach l Director of Planning Town of South Windsor 1540 Sullivan Ave South Windsor, CT 06074 RE: PZC Application The Casle Corporation Eastern Connecticut Healthcare Network Dear Ms. Banach: Enclosed are 2 copies of the application, 3 copies of the plans and 3 copies of the drainage report for the above referenced project. The project includes the construction of a 39,820 square foot medical office building . with 213 parking spaces on 4.26 acres of land at the intersection of Buckland Road and Deming Street. The proposed site has been used for agricultural purposes for many years. Pumpkins were grown on the parcel this past season. The Casle Corporation proposes to construct a very attractive brick faced building to house medical offices of the Eastern Connecticut Healthcare Network. Sincerely, Jay J. iles, Senior Vice President GAP2000\48 I\C I O\PZC.Application letter JJG 11-25-02.doc Corres.(HQ) Hesketh EOi 6 Creamery Brook• East Granby, CT 06026 F. A. Hesketh bt Associates, Inc. November 15, 2002 Ms. Marcia Banach, AICP Town of South Windsor r 1540 Sullivan Avenue South Windsor, CT 06074 NOV 2 0 r'002 RE: Evergreen Walk SOUTH bviidDSG r� �C Final Plan for ECHN Our File: 00167.00 Dear Ms. Banach: We have prepared this letter to address the traffic impact associated with the proposed ECHN medical office building located at the north-east corner of the Evergreen Walk project. It is being submitted with the application to the Town of South Windsor for final plan approval for this site. We will also submit this letter to the State Traffic Commission as part of a request to occupy this portion of the development without full compliance with the conditions of the Certificate that was approved for Evergreen Walk. As approved in the preliminary plan, the Evergreen Walk project consists of 375,000 SF of retail development, a 250 room hotel, 75,000 SF indoor recreation facility, and 650,000 SF of office space. The ECHN office building is a 39,820 SF facility located in a two-story building at the north-east corner of the 235 acre parcel. It is proposed to construct the northern portion of the drive to Deming Street to provide access to the ECHN parcel. This is consistent with the approved preliminary plan. Construction of the roadway in this manner provides for the ability to expand in later stages, as the development of the site continues. The potential traffic generation for the ECHN facility is presented in Table 1, attached, and a comparison with the approved preliminary plan traffic projections is also included. It is evident from this table that the ECHN facility will not produce a substantial amount of traffic as a stand alone facility. Traffic flow diagrams indicating the background and combined traffic volumes related to the ECHN facility are also included. In order to provide for orderly movement into and out of the site, it is proposed to construct the site drive to its full width at this time from Deming Street to a point just beyond the ECHN driveway. The curb returns at Deming Street will match the existing Deming Street edge of road, and will be replaced later, when Deming Street is widened as part of the continued development of the site. At the south end of the drive, the edges of road will be built to final configuration to allow the road to be extended without disruption to the traffic at the ECHN drive. Civil &Traffic Engineers• Surveyors • Planners • Landscape Architects Tel 860.653.8000 9 Fax 860.844.8600 9 email hesketh@snet.net Ms. Marcia Banach November 15, 2002 Page 2 We have completed peak hour capacity analyses at the Deming Street/ Buckland Road intersection and the Evergreen Walk drive intersection to determine the impact of this phase of development, and it is our conclusion that no roadway improvements at the intersection are necessary to provide good access to the ECHN site. It is our understanding that additional phases of the project will be forthcoming in the near future, and that additional roadway improvements may actually be in place prior to the opening of the ECHN. However, in order to provide a conservative analysis, we have not included these improvements in the analysis for this development phase. Please advise us if you would like any additional information with regard to the project. Very truly yours, F. A. Hesl eth &Associates, Inc. eph n F. Mitchell, P. E. Man ger of Transportation Engineering cc: John Finguerra Richard Ripps Laurie Rubinow Alan Lamson Jay Giles Tom Niles TA00167\ECHN\mbanb15211 ECHN - South Windsor Summary of Trip Generation Calculation For 39.820 Th.Gr.Sq.Ft. of Medical-Dental Office Building November 15, 2002 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 36.13 10.18 1.00 1439 7-9 AM Peak Hour Enter 1.94 0.00 1.00 77 7-9 AM Peak Hour Exit 0.49 0.00 1.00 20 7-9 AM Peak Hour Total 2.43 1.92 1.00 97 4-6 PM Peak Hour Enter 0.99 0.00 1.00 39 4-6 PM Peak Hour Exit 2.67 0.00 1.00 106 4-6 PM Peak Hour Total 3.66 2.46 1.00 146 Saturday 2-Way Volume 8.96 9.17 1.00 357 Saturday Peak Hour Enter 2.07 0.00 1.00 82 Saturday Peak Hour Exit 1.56 0.00 1.00 62 Saturday Peak Hour Total 3.63 1.93 1.00 145 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 6th Edition, 1997. TRIP GENERATION BY MICROTRANS i Table 1 ECHN Medical Office Evergreen Walk South Windsor, Connecticut Trip Generation Comparison Daily JAM Peak PM Peak Saturday ISaturday Peak Traffic IEnter Exit Total Enter Exit Total Traffic Enter Exit Total Evergreen Walk 21,165 1031 210 1340 757 1267 2025 19,328 1008 916 1924 Approved Generation ECHN Generation 1439 77 20 97 39 106 146 357 82 62 145 F.A. Hesketh and Assoc. T:\00167\ECHN\trgen.xls November 15,2002 Table 2 ECHN Medical Office Evergreen Walk South Windsor, Connecticut Level of Service Summary AM Peak PM Peak Sat. Peak Existing Combined Existing Combined Existing Combined Buckland &Deming NB A A A A A A SB A A A A A A EB B B A A A A WB B B B B B B Intersection LOS A A A A A A Evergreen Drive WB LT - A - A - A NBRT - A - A - A NB LT - B - B - B F.A. Hesketh and Assoc. T:\00167\ECHN\lossum.xls November 15, 2002 JOB Q D 1 , 1 C�H l ..y y F. A. Hesketh &Associates, Inc. SHEET NO. OF 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY , t DATE Civil &Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE T g ..Gt $A4K&,zooNt 1..-7 _. _ _. 8 .... - ... . _. _.._ _. .... _-. _. _. . ... CcsM@tr/�s� .T'RAFFs4 _.. ! ..` yr v !7I�l 1 N C .. . ... _ S ... ... v s JOB Q C.H F. A. Hesketh &Associates, Inc. SHEET NO. OF L 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY 1 1 DATE Civil &Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE ITS ............s f P� f.c. _..._ ....... . ZO I .. ........... _.. _ 8 ^S .. ..... _ .. _............... . - Cts�pstN€Ci T2...... ........ ........ ..... :. __ . .......... -. ► . .. ... � -- 11 E �N .. 2 - JOB Q Q 1 C.H / F. A. Hesketh &Associates, Inc. SHEET NO. OF 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY DATE Civil &Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE NTH SST, _E ~ _ Ac, tnizoo.rz1> T�i'� I C _ fl4 '1 41 _. ...... ...... - ' 411 . .. . ..._ . . ... .. Al ...... ... . _ - .............. ------- ........................... _ - COM61440 TI AFI'ft4 - .. . rV co oO. v . . i _-.-... ............... . _.. _...._ ► ._. 1°l ------. .. .. .. . Map-AM Peak Volumes Background Traffic Ot 17 38 a . 100� c c6 U H:IHCSDATA120001001671ECHN ONLYXAMback.sy6 Timing Plan: Default • i i • •. • • • • - • N� � -.• • �- • 1 1 1 1 i - 1 1 1 1 - _ p • • • • • 1 :� • : 1 ••1 1 1 • � 1 1 • � 1 i:i •--•FF. • 1 1 rrt 1 117 _pp - • , • 1 • 1 � -1 • 1 • , • 1 � 1 • t • 1 • 1 • 1 • F �� C��I F-�YJ�1`Sp � i_�6e4 s�f _ ��1 - d- - ®9 �•F"- B •nil 1 1 1-- - 1 1 1 iLA - • - � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 • 1 1 1 1 1 1 1 1 1 . • 11 t 1 : 1 1 1 • 11 1 • AIR •1 - • • . • • • • • • • ltl 1 1 '• - -- 1 1 1 1 1 � 1 1 1 91 A 111 11 • • •. • • '-•• ..r r Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh&Associates SFM 50th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 0.0 8.3 0.0 8.3 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.9 0.0 4.9 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.1 0.0 4.1 spli Stops(vph) 11 26 46 17 231 8 496 CO Emmisions (g/hr) 15 102 68 52 606 20 1106 VOC Emmisions(g/hr) 3 24 16 12 141 5 256 Queue Length 50th (ft) 1 0 5 3 0 1 22 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length: 26.6 Control Type:Actuated-Uncoordinated Intersection Signal Delay:6.1 Intersection LOS:A 90th %ile Actuated Cycle:46.7 50th %ile Actuated Cycle:24.3 10th %ile Actuated Cycle: 10.1 Splits and Phases: 3: Deming Street&Buckland Road 1141-. 01 02 4 o4 05 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\AMback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-AM Peak Volumes Combined Traffic TT 77 M� 1 2 38 Deming Street ' 9 O cu 0° .0 c c6 U H:IHCSDATA12000\001671ECHN ONLY1AMcomb.sy6 Timing Plan: Default t 1 Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh&Associates SFM Lane Configurations c 1 +T+ Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed(mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.970 0.999 0.994 lit Satd. Flow(prot) 0 1818 1583 0 - 1999 0 1770 3654 0 1770 3635 0 Satd. Flow(perm) 0 1635 1583 0 1763 0 369 3654 0 803 3635 0 Satd. Flow(RTOR) 118 18 2 8 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 20 118 0 82 0 82 486 0 16 882 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.5 7.5 7.5 22.1 22.1 20.7 19.0 v/c Ratio 0.06 0.27 0.20 0.18 0.18 0.03 0.38 Delay 15.5 4.8 12.9 3.3 4.3 3.7 7.7 Approach Delay 6.4 12.9 4.1 7.7 90th %ile Green (s) 7.2 7.2 7.2 7.2 7.2 4.6 19.3 4.0 18.7 70th %ile Green (s) 5.2 5.2 5.2 5.2 5.2 4.0 24.3 0.0 14.3 H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Pagel t i Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM, 50th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 21.8 0.0 11.8 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 5.0 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 4.2 Stops(vph) 19 26 51 27 216 8 613 CO Emmisions(g/hr) 17 51 74 96 598 20 1193 VOC Emmisions(g/hr) 4 12 17 22 139 5 276 Queue Length 50th (ft) 4 0 12 5 0 1 74 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:29.8 Control Type:Actuated-Uncoordinated Intersection Signal Delay:6.6 Intersection LOS:A 90th %ile Actuated Cycle:48.5 50th %ile Actuated Cycle:37.8 10th %ile Actuated Cycle: 10.2 Splits and Phases: 3: Deming Street& Buckland Road 01 4t 02 e4 05 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 [ ' 1 HCM Unsignalized Intersection Capacity Analysis AM Peak 5: Deming Street & Evergreen Drive Combined Traffic F.A. Hesketh &Associates SFM Lane Configurations Grade 0% 0% 000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC1, stage 1 conf vol tC, single(s) 4.1 6.4 6.2 tF(s) 2.2 3.5 3.3 cM capacity(veh/h) 1452 626 924 Volume Total 133 140 3 18 Volume Right 13 0 0 18 Volume to Capacity 0.08 0.05 0.01 0.02 Control Delay(s) 0.0 4.0 10.8 9.0 Approach Delay(s) 0.0 4.0 9.2 Intersection Capacity Utilization 28.0% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Map-PM Peak Volumes Background Traffic TT rrj9, S�r�°e -CD 00(° 20 14 CO 00CU N O C CU U H:IHCSDATA120001001671ECHN ONLY1PMback.sy6 Timing Plan: Default Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM -• 4N t /l 1* 1 Lane Configurations NME Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 all Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.942 0.996 0.997 Satd. Flow(prot) 0 1835 1583 0 1961 0 1770 3643 0 1770 3646 0 Satd. Flow(perm) 0 1729 1583 0 1843 0 609 3643 0 324 3646 0 Satd. Flow(RTOR) 72 22 5 4 jol Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 30 72 0 51 0 66 944 0 17 642 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 6.9 6.9 6.9 20.1 18.9 19.6 17.6 v/c Ratio 0.07 0.17 0.11 0.12 0.32 0.04 0.23 Delay 13.9 5.8 10.3 3.1 3.9 3.4 5.2 Elm Approach Delay 8.2 10.3 3.8 5.1 90th %vile Green (s) 5.6 5.6 5.6 5.6 5.6 4.2 19.1 4.0 18.9 70th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 20.2 0.0 10.2 H:\HCSDATA\2000\00167\ECHN ONLY\PMback.sy6 Synchro 5 Report Timing Plan: Default Page 1 • 1 ) t Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh&Associates SFM 50th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 6.0 0.0 6.0 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 5.3 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops(vph) 25 21 29 22 325 8 303 OEM CO Emmisions(g/hr) 39 70 44 78 1119 21 792 VOC Emmisions(g/hr) 9 16 10 18 259 5 184 Jig Queue Length 50th (ft) 0 0 1 0 0 0 0 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time (%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:23.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay:4.7 Intersection LOS:A 90th %ile Actuated Cycle:46.7 50th %ile Actuated Cycle: 12 10th %ile Actuated Cycle: 10.4 Splits and Phases: 3: Deming Street&Buckland Road 01 4t 02 M 05 06 Ml- 08 H:\HCSDATA\2000\00167\ECHN ONLY\PMback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-PM Peak Volumes Combined Traffic 9 CD 20 6 8S 'COO �� �15 14 Deming Street ,� �00N Q CU _CU U H:IHCSDATA120001001671ECHN ONLY1PMcomb.sy6 Timing Plan: Default Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM Lane Configurations �► Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Fri 0.850 0.944 0.996 0.994 Satd. Flow(prot) 0 1803 1583 0 - 1965 0 1770 3643 0 1770 3635 0 Satd. Flow(perm) 0 1485 1583 0 1825 0 620 3643 0 354 3635 0 Satd. Flow(RTOR) 124 22 5 8 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 75 124 0 53 0 86 944 0 17 656 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 30% 30% 30% 30% 30% 0% 22% 48% 0% 22% 48% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.7 7.7 7.7 21.3 21.3 19.8 18.0 jilpill v/c Ratio 0.22 0.27 0.12 0.16 0.36 0.04 0.29 NOR= IN Delay 14.6 4.6 10.7 3.5 5.2 4.2 7.8 Approach Delay 8.3 10.7 5.0 7.7 90th %ile Green (s) 8.4 8.4 8.4 8.4 8.4 4.8 20.4 4.0 19.6 70th %ile Green (s) 5.7 5.7 5.7 5.7 5.7 4.0 20.9 0.0 10.9 H:\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh&Associates SFM 50th %ile Green (s) 4.4 4.4 4.4 4.4 4.4 4.0 19.0 0.0 9.0 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 5.3 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops v h 57 26 30 28 407 9 451 o s ( p ) CO Emmisions(g/hr) 58 52 46 101 1167 22 887 VOC Emmisions(g/hr) 13 12 11 23 271 5 206 Queue Length 50th (ft) 13 0 5 5 27 1 46 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:29.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay:6.5 Intersection LOS:A 90th %ile Actuated Cycle: 50.8 50th %ile Actuated Cycle: 35.4 10th %ile Actuated Cycle: 10.4 Splits and Phases: 33:+�Deming Street&Buckland Road 01 '1 02 m4 +t- 05 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 HCM Unsignalized Intersection Capacity Analysis PM Peak 5: Deming Street & Evergreen Drive Combined Traffic F. A. Hesketh &Associates SFM Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC1, stage 1 conf vol tC, single(s) 4.1 6.4 6.2 tF(s) 2.2 3.5 3.3 cM capacity(veh/h) 1483 627 950 Volume Total 108 128 17 98 Volume Right 7 0 0 98 Volume to Capacity 0.06 0.06 0.03 0.10 Control Delay(s) 0.0 5.6 10.9 9.2 Approach Delay(s) 0.0 5.6 9.5 Intersection Capacity Utilization 23.7% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Map-Saturday Peak Volumes Background Traffic TT t 14 yj. 1-7 15 s S9�\ IN LO T CO CU w 70 (U C� H:IHCSDATAX20001001671ECHN ONLYXSATback.sy6 Timing Plan: Default Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM I 7'I. Lane Configurations 1 tT+ Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 MIAMI Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.948 0.997 0.998 Satd. Flow(prot) 0 1822 1583 0 , 1961 0 1770 3646 0 1770 3650 0 Satd. Flow(perm) 0 1675 1583 0 1809 0 350 3646 0 570 3650 0 Satd. Flow(RTOR) 64 15 4 2 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 22 64 0 39 0 55 677 0 16 903 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 6.9 6.9 6.9 20.6 19.5 20.1 18.3 IMINNO v/c Ratio 0.06 0.15 0.09 0.12 0.23 0.03 0.32 Delay 14.4 6.2 11.3 3.1 3.5 3.3 5.3 Approach Delay 8:3 11.3 3.5 5.3 90th %ile Green (s) 5.4 5.4 5.4 5.4 5.4 4.0 18.2 4.0 18.2 70th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 24.2 0.0 14.2 H:\HCSDATA\2000\00167\ECHN ONLY\SATback.sy6 Synchro 5 Report Timing Plan: Default Page 1 a Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM 50th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.8 0.0 5.8 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 5.1 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.3 0.0 4.3 Stops(vph) 19 19 25 18 212 8 445 CO Emmisions (g/hr) 28 63 35 65 792 20 1122 VOC Emmisions(g/hr) 7 15 8 15 184 5 260 Queue Length 50th (ft) 1 0 1 0 0 0 0 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:23.8 Control Type:Actuated-Uncoordinated Intersection Signal Delay:4.8 Intersection LOS:A 90th %ile Actuated Cycle:45.6 50th %ile Actuated Cycle: 11.8 10th %ile Actuated Cycle: 10.3 Splits and Phases: 3: Deming Street&Buckland Road e1 m2 M m5 m6 m$ H:\HCSDATA\2000\00167\ECHN ONLY\SATback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-Saturday Peak Volumes Combined Traffic > N I a 15 Deming Street r 00 T—CN L� Q t6 C U H:IHCSDATA120001001671ECHN ONLYXSATcomb.sy6 Timing Plan: Default P Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM Lane Configurations r Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.953 0.997 0.993 Satd. Flow(prot) 0 1799 1583 0 -1976 0 1770 3646 0 1770 3632 0 Satd. Flow(perm) 0 1507 1583 0 1811 0 361 3646 0 598 3632 0 Satd. Flow(RTOR) 95 15 4 9 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 49 95 0 43 0 96 677 0 16 934 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 AM Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 3t)% 30% 30% 30% 30% 0% 22% 48% 0% 22% 48% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 { Act Effct Green (s) 7.4 7.4 7.4 22.7 22.7 21.3 19.5 EEM= ON I IN v/c Ratio 0.15 0.23 0.11 0.21 0.25 0.03 0.40 Delay 16.0 5.4 12.6 3.1 4.2 3.6 7.7 Approach Delay 9.0 12.6 4.1 7.6 90th %ile Green (s) 6.7 6.7 6.7 6.7 6.7 4.9 20.7 4.0 19.8 70th %ile Green (s) 5.0 5.0 5.0 5.0 5.0 4.0 25.1 0.0 15.1 H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM 50th %Ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 22.4 0.0 12.4 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.2 0.0 5.2 10th%ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops(vph) 39 23 28 29 246 8 643 CO Emmisions(g/hr) 39 42 40 111 812 20 1260 VOC Emmisions(g/hr) 9 10 9 26 188 5 292 Queue Length 50th (ft) 9 0 5 6 16 1 82 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% WIN Queuing Penalty(veh) Area Type: Other Actuated Cycle Length: 30.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay: 6.4 Intersection LOS:A 90th %ile Actuated Cycle:49.4 50th %ile Actuated Cycle: 38.4 10th %ile Actuated Cycle: 10.4 Splits and Phases: 3: Deming Street&Buckland Road 01 02 04 005 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 Y HCM Unsignalized Intersection Capacity Analysis Saturday Peak 5: Deming Street & Evergreen Drive Combined Traffic F.A. Hesketh &Associates SFM "Iv 41" IN Lane ConfigurationsBEEMEM Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC 1, stage 1 conf vol tC,single(s) 4.1 6.4 6.2 tF(s) 2.2 3.5 3.3 cM capacity(veh/h) 1494 641 965 Volume Total 99 149 10 58 Volume Right 13 0 0 58 Volume to Capacity 0.06 0.05 0.02 0.06 Control Delay(s) 0.0 4.0 10.7 9.0 Approach Delay(s) 0.0 4.0 9.2 Intersection Capacity Utilization 24.7% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Matt Galligan, Fred Shaw,Michael Gantick, Thomas Field,Bill Lanning,Kris Lindstrom, Ray Favreau, Karl Reichle,Mel Stead, John Collins,Bob Deptula,Jeff Doolittle FROM: Marcia A. Banach, AICP,Director of Planning J The Planning&Engineering Departments have received.plans for the following project: p Location: Site Plan 0 Subdivision No. Acres Zone O Industrial 1 Commercial 0 Residential No. Lots/Units Water. RPublic 0 Private Well Sewerage: TPublic 0 Septic system(s) Project Description: " Future Town-owned property involved? 0 Yeso 0 new street(s) 0 new detention area O new open space/recreation area 0 active 0 passive Planning Department notes: Please comment by /v o-1 and return to the Planning Department. /1019 —ii 12 �3 _G PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Matt Galligan, Fred Shaw, Michael Gantick, Thomas Field,Bill Lanning, Kris Lindstrom, Ray Favreau, Karl Reichle, Mel Stead, John Collins,Bob Deptula,Jeff Doolittle FROM: Marcia A. Banach, AICP,Director of Planning Y The Planning &Engineering Departments have received.plans for the following project: 1Va Location: Site Plan O Subdivision No. Acres a-e— Zone O Industrial R Commercial O Residential No. Lots/Units Water: .Public O Private Well Sewerage: Public O Septic system(s) Project Description: Future Town-owned property involved? O Yeso O new street(s) O new detention area O new open space/recreation area O active O passive Planning Department notes: Please comment by_la I O.o1 and return to the Planning Department. South • • Planning Department Memo To: Barry Guliano,Town Attorney From: Marcia A. Banach, Director of Planning Date: 01/08/03 Re: FOI Requests from Updike, Kelly&Spellacy dated Dec 30,2002 Following is the status of all FOI requests within the purview of the Planning Dept. 1. Planning and Zoning Commission. Thomas Fote of UK&S visited our department on Wednesday, January 8, and reviewed the files for Expo Design Center and ECHN.We will be making copies of some documents from those two files for Mr. Fote. He agreed that he is now current (through January 7)and, once we forward the copies from the ECHN files,will have copies of all Evergreen Walk files with respect to the Planning and Zoning Commission. 2. Architecture & Design Review Board. ADRC does not maintain separate files. All information received at ADRC meetings is incorporated within PZC files, as ADRC is a function of PZC. - Therefore there are no ADRC documents to provide. (Official copies of agendas and minutes reside in the Town Clerk's office.) 3. Inland Wetlands Agency/Conservation Commission. Mr. Fote reviewed the IWA/CC files for Expo Design Center and ECHN on this date also. We provided copies of requested documents from those files on the spot, as the relate po, y e ate to an IWA/CC meetingbeing held tonight Jan. 8 . Mr. Fote 9 g agreed that he is now current(through January 7)and has copies of all Evergreen Walk files with respect to the Inland Wetlands Agency/Conservation Commission. 4. Zoning Board of Appeals.There are no records relating to Evergreen Walk filed with ZBA. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280 e-mail banach@southwindsor.ory 0 Page 1 000 RN J� Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5992 TEL 86o 646-2469 Fax 86o 643-6313 INTERNET:www.fussandoneill.com Other Offices: West Springfield,Massachusetts Trumbull,Connecticut Providence,Rhode Island RECEIVED January 7, 2003 JAN 7 2003 Ms. Marcia Banach SOUTH MNOSOR PLANNING DEPT. Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: The Casle Corporation/Eastern Connecticut Health Network Application#02-70P Dear Ms. Banach: On behalf of The Casle Corporation, we hereby withdraw our PZC application for the above referenced project. This application and the requisite plans and reports were originally submitted on November 25, 2002. We are withdrawing the application at this time in order to provide additional information. We plan to resubmit in approximately one month. Sincerely, Jay V, .E. Senior Vice President /dmp G:\P2000\481\C10\PZC.Withdrawa1 Letter JJG 1-07-03.doe Corres.(HQ) AMP..[ R' Memorandum To: Marcia A. Banach, Director of Planning DE(; i From: Jeffrey Doolittle, P.E. Town Engineer J. Date: 12/13/02 J Re: ECHN Site Plan (02-70P) I have reviewed the site plans for ECHN a-ad have the following comments: 1. The Title Sheet has a Typographical error— "Midigation" 2. Show the Taking Line and Slope Easement shown on Sheet CS.1.4 on the other plan sheets also. 3. The ROW line along Deming Street and possibly Buckland Road needs to be adjusted to allow room for future road widening as part of the Evergreen Walk plans. 4. The Utilities need to be checked on Sheet CG.1.2. There are two electrical and water connections shown to this building. Is this accurate? Show the water line connections going all the way to the water main in the street. Show the existing utilities in the ROW where they are presently located and show them relocated so they will not conflict with the final roadway improvements. 5. The Existing CB in Deming Street by Sta. 8+65 that will be in the driveway needs to be converted to a manhole and a replacement CB built along the curb line that is piped to this existing structure. 6. Why is CB-1 shown so far off the existing road? This will not pick up much water and will be difficult to maintain 7. Show the existing drainage outlet and drainage easement along Buckland Road near the southeast corner of this lot. 8. Show and label the roof leaders and foundation drains for this building. These need to tie into proposed drainage structures. 9. A drainage manhole is needed at the bend of the pipe that comes out of the southeast side of the building. Label this pipe. 10.A table of the top of frame and invert elevations of the proposed drainage structures needs to be included on the plans. 11.Include the Finished Floor elevations of this building on the plan sheets 12.Show more details of the grading where the driveway intersects Deming Street. 13.The Town Standards call for maximum slopes of 3H:1 V. Check the slopes shown on the plans by the west end of the building and parking area. 14.Include sidewalks along the entire frontage of this lot to the property boundaries on both Buckland Road and Deming Street. Locate these so they do not conflict with the future roadway improvements. 15.Show a detail for the outlet structure from the large detention basin. An overflow spillway also needs to be shown. I recommend a level spreader or some other type of flow diffuser be included after this outlet structure. 16.Why is the sanitary sewer main in Deming Street off center? Show details for how this line will be installed under the culverts crossing Deming street. 17.On Sheet CG.1.3 more contours and elevations need to be shown to complete the grading around the western parking area. Label all walls and new sidewalks proposed. Show where sidewalks meet from Phase 1 and Phase 2. 18.On Sheet CG.1.4, 1 suggest silt fence be installed along the entire southern boundary of the site work and around the smaller detention basin. 19.How will the existing drainage channel along the southern side of this lot be treated? 20.On Sheet CP.1.1, show the existing drainage and other utilities that the sanitary sewer line will cross. 21.On Sheet CP.1.2, Show where the flush concrete curb (3) and the raised concrete curb (2 or 4) meet and how they transition from one to another. 22.The Island at the southeast corner of the parking lot is shown with flush concrete curb (3). Is this correct and if so why? If not please change this notation. 23.On Sheet C1.5.1, Detail 1 —the 1' of pavement behind the curb is not necessary. 24.On Sheet C1.5.1, please change Detail A to show the Town standard of 6" Processed Aggregate base 25.On Sheet C1.5.1, please change Details C and D to show the Town standard of 8" gravel base under concrete sidewalks or slabs. 26.On Sheet CU.5.1, where are the Raingarden, Stone Filter Berm and Riprap Swale shown on the plan sheets and used on this site? 27.On Sheet CU.5.1, modify the Storm Drain Trench Detail to show 3/" stone up to the spring line (mid point) of the pipe and ravel bedding immediately over the pipe. 28.1 will call the engineer with questions about the Drainage Report. 29.South Windsor WPCA approval is required for this site plan. 30.Street Cut and Drain Layers Permits will need to be taken out for the driveway, sewers, utilities and any roadway improvements. Please call me if you have any questions. Thank You. 2 The Building's striking architecture uses materials that are found throughout the region's business parks -brick with precast accents. The topography of the site presents an opportunity to permit access to the building on grade at both floors. Visually the building cascades down the slope presenting an attractive two-story brick/precast wall to the main road within Evergreen Walk and a human scale one�story elevation to the corner of Buckland and Deming Streets. 6„ 91-0. 6" 1'-0" BLUE INTERNALLY 6" ILLUMINATED SIGN WHITE BACKROUND 7-7 BLACK �. PRECAST Medical Building at Evergreen Walk CONCRETE MASONRY/STONE BASE TO CONFORM TO DEVELOPER AND/ �f/ OR GOVERNING N AUTHORITY a REQUIREMENTS `a I M FINISHED GRADE VARIES FRONT/REAR ELEVATION SIDE ELEVATION 1/4"-1'-0" DATE: 11/22/02 PROPOSED FREE STANDING ECHN scALE: ,/4"-,,-o" SIGN ELEVATION ASK-2 EVERGREEN WALK DMWN AMM South Windsor, Connecticut CASLE 200 FlSHER DRK AVON, Cr PROJECT#: 0218 (860) 674-9000 '-.3y'V ww. • iIt11' I I i Z v_ 10 9 8 7 6 5 4 3 2 Q1 W O F- I Qx z� z� V a °m I I I(:PROPOSEDLG W Z =O O W U Q� ° CABLE - : I __ = J O NORTH ELEVATION Q (DEMING STREET) B I W I I I I I ®W PROPOSED I BUILDING I SIGN LOCATION �f� I i 1 I I I T/Alwm Z�/ - ° ° ,n Tno� 4— _ _ _ W q ° W _ ¢ _ r EAST ELEVATION (BUCKLAND ROAD) O � J YIlYI Architectural Group 24'-8" BLUE ]YL Q2 � Date 1 1/22/02 INTERNALLY Scale Not to scale ILLUMINATED SIGN �j ECHWHITE BACKROUNO Drawn by AMM 7 Medical Building Czt Evergreen WczZ Project 0218 BLACK KEY PLAN FT 82 SO. FT PER SIGN PROPOSED BUILDING SIGN ELEVATION TOTAL SIONAGPROPO PROPOSED BUILDING SIGNAGE: :H 64 SO FT ® 2 SIGNS ALLOWABLE AREA OF BUILDING SIGNAGE: t262 SO FT ASK-1 M-22-02 Hesketh 6 Creamery Brook • East Granby, CT 06026 F. A. Hesketh bt Associates, Inc. r November 15, 2002 Ms. Marcia Banach, AICP Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: Evergreen Walk Final Plan for ECHN Our File: 00167.00 Dear Ms. Banach: We have prepared this letter to address the traffic impact associated with the proposed ECHN medical office building located at the north-east corner of the Evergreen Walk project. It is being submitted with the application to the Town of South Windsor for final plan approval for this site. We will also submit this letter to the State Traffic Commission as part of a request to occupy this portion of the development without full compliance with the conditions of the Certificate that was approved for Evergreen Walk. As approved in the preliminary plan, the Evergreen Walk project consists of 375,000 SF of retail development, a 250 room hotel, 75,000 SF indoor recreation facility, and 650,000 SF of office space. The ECHN office building is a 39,820 SF facility located in a two-story building at the north-east corner of the 235 acre parcel. It is proposed to construct the northern portion of the drive to Deming Street to provide access to the ECHN parcel. This is consistent with the approved preliminary plan. Construction of the roadway in this manner provides for the ability to expand in later stages, as the development of the site continues. The potential traffic generation for the ECHN facility is presented in Table 1, attached, and a comparison with the approved preliminary plan traffic projections is also included. It is evident from this table that the ECHN facility will not produce a substantial amount of traffic as a stand alone facility. Traffic flow diagrams indicating the background and combined traffic volumes related to the ECHN facility are also included. In order to provide for orderly movement into and out of the site, it is proposed to construct the site drive to its full width at this time from Deming Street to a point just beyond the ECHN driveway. The curb returns at Deming Street will match the existing Deming Street edge of road, and will be replaced later, when Deming Street is widened as part of the continued development of the site. At the south end of the drive, the edges of road will be built to final configuration to allow the road to be extended without disruption to the traffic at the ECHN drive. Civil &Traffic Engineers • Surveyors • Planners • Landscape Architects Tel 860.653.8000 • Fax 860.844.8600 • email hesketh@snet.net Ms. Marcia Banach November 15, 2002 Page 2 We have completed peak hour capacity analyses at the Deming Street/ Buckland Road intersection and the Evergreen Walk drive intersection to determine the impact of this phase of development, and it is our conclusion that no roadway improvements at the intersection are necessary to provide good access to the ECHN site. It is our understanding that additional phases of the project will be forthcoming in the near future, and that additional roadway improvements may actually be in place prior to the opening of the ECHN. However, in order to provide a conservative analysis, we have not included these improvements in the analysis for this development phase. Please advise us if you would like any additional information with regard to the project. Very truly yours, F. A. Hesl eth & ssoc"ates, Inc. eph n F. Mitchell, P. E. Man ger of Transportation Engineering cc: John Finguerra Richard Ripps Laurie Rubinow Alan Lamson Jay Giles Tom Niles TA001 67\ECHN\mbanb15211 ECHN - South Windsor Summary of Trip Generation Calculation For 39.820 Th.Gr.Sq.Ft. of Medical-Dental Office Building November 15, 2002 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 36.13 10.18 1.00 1439 7-9 AM Peak Hour Enter 1.94 0.00 1.00 77 7-9 AM Peak Hour Exit 0.49 0.00 1.00 20 7-9 AM Peak Hour Total 2.43 1.92 1.00 97 4-6 PM Peak Hour Enter 0.99 0.00 1.00 39 4-6 PM Peak Hour Exit 2.67 _0.00 1.00 106 4-6 PM Peak Hour Total 3.66 2.46 1.00 146 Saturday 2-Way Volume 8.96 9.17 1.00 357 Saturday Peak Hour Enter 2.07 0.00 1.00 82 Saturday Peak Hour Exit 1.56 0.00 1.00 62 Saturday Peak Hour Total 3.63 1.93 1.00 145 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 6th Edition, 1997. TRIP GENERATION BY MICROTRANS Table 1 ECHN Medical Office Evergreen Walk South Windsor, Connecticut Trip Generation Comparison Daily AM Peak PM Peak Saturday Saturday Peak Traffic Enter Exit Total Enter Exit Total Traffic Enter Exit Total Evergreen Walk 21,165 1031 210 1340 757 1267 2025 19,328 1008 916 1924 Approved Generation ECHN Generation 1439 77 20 97 39 106 146 357 82 62 145 F.A. Hesketh and Assoc. T:\00167\ECHN\trgen.xls November 15,2002 Table 2 ECHN Medical Office Evergreen Walk South Windsor, Connecticut Level of Service Summary AM Peak PM Peak Sat. Peak Existing Combined Existing Combined Existing Combined Buckland & Deming NB A A A A A A SB A A A A A A EB B B A A A A WB B B B B B B Intersection LOS A A A A A A Evergreen Drive WB LT - A - A - A NBRT - A - A - A NB LT - B - B _ B F.A. Hesketh and Assoc. T:\00167\ECHN\lossum.xls November 15, 2002 JOB 0 0 (10-1 f-,C-� H F. A. Hesketh &Associates, Inc. SHEET NO. OF 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY DATE Civil &Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE NTH _ � .. �t..�.. 1.1 i7 _ _ I L 38 z, $ --- i ao " - ... y- .- . .. i� e . . - ... C 6mbIidt.O -IrrzA tc ._...... Uo . ... .. 4 v. D . M . 5-.1.TE JOB h6 F. A. Hesketh &Associates, Inc. SHEET NO. OF • 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY DATE Civil&Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE N TS` tG!C4t2sacsND T.... JS zd neM r�U .. .. . ..._ . . _... ............... . .......... _ _........ .................. �o ... .. .. �o Cori$tNE�_.TRAf :EC. .__. _... - _ _. . N v r _ _ ........ EM iN<� 1IA 2 JOB DD j� 1II F. A. Hesketh &Associates, Inc. SHEET NO. OF 6 Creamery Brook CALCULATED BY DATE East Granby, CT 06026 CHECKED BY DATE Civil&Traffic Engineers• Surveyors• Planners• Landscape Architects SCALE 1vT - --.. l -- _. - _. ........ ........... ... .... ....- _...... ............. ..................... .. ............. ... _ .... _. co N - . . 14TE �. V Map-AM Peak Volumes Background Traffic nCO 17 �-17 38 C)CO 14- 0 M U H:\HCSDATA\2000100167\ECHN ONLY\AMback.sy6 Timing Plan: Default Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM Lane Configurations I tT Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.968 0.999 0.999 Satd. Flow(prot) 0 1846 1583 0 1990 0 1770 3654 0 1770 3654 0 Satd. Flow(perm) 0 1788 1583 0 1753 0 393 3654 0 803 3654 0 Satd. Flow(RTOR) 109 18 2 2 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 11 109 0 77 0 43 486 0 16 854 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% f Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.3 7.3 7.3 21.0 18.5 20.5 17.2 v/c Ratio 0.03 0.24 0.18 0.10 0.19 0.03 0.36 Delay 14.1 4.9 11.5 4.0 4.7 4.1 6.7 Approach Delay 5.7 11.5 4.6 6.7 3 90th %ile Green (s) 6.9 6.9 6.9 6.9 6.9 4.0 17.8 4.0 17.8 70th %°ile Green (s) 5.0 5.0 5.0 5.0 5.0 4.0 23.8 0.0 13.8 H:\HCSDATA\2000\00167\ECHN ONLY\AMback.sy6 Synchro 5 Report Timing Plan: Default Pagel Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Background Traffic F. M }.A. Hesketh&Associates SF •F-- � I 50th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 0.0 8.3 0.0 8.3 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.9 0.0 4.9 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.1 6.0 4.1 Stops(vph) 11 26 46 17 231 8 496 CO Emmisions(g/hr) 15 102 68 52 606 20 1106 VOC Emmisions(g/hr) 3 24 16 12 141 5 256 Queue Length 50th (ft) 1 0 5 3 0 1 22 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:26.6 Control Type:Actuated-Uncoordinated Intersection Signal Delay:6.1 Intersection LOS:A 90th %ile Actuated Cycle:46.7 50th %ile Actuated Cycle:24.3 10th %ile Actuated Cycle: 10.1 Splits and Phases: 3: Deming Street& Buckland Road 01 o2 4 o4 2-_f- 05 o6 08 H:\HCSDATA\2000\00167\ECHN ONLY\AMback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-AM Peak Volumes Combined Traffic TT M1,r 17 US 38 Deming Street 9 70- - 1 d' 70 CU 0. 70 C CU U H:IHCSDATA120001001671ECHN ONLYXAMcomb.sy6 Timing Plan: Default Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM t Lane Configurations ' , , , Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.970 0.999 0.994 Satd. Flow(prot) 0 1818 1583 0 1999 0 1770 3654 0 1770 3635 0 Satd. Flow(perm) 0 1635 1583 0 1763 0 369 3654 0 803 3635 0 Satd. Flow(RTOR) 118 18 2 8 Link Speed(mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 20 118 0 82 0 82 486 0 16 882 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension(s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.5 7.5 7.5 22.1 22.1 20.7 19.0 y v/c Ratio 0.06 0.27 0.20 0.18 0.18 0.03 0.38 Delay 15.5 4.8 12.9 3.3 4.3 3.7 7.7 Approach Delay 6.4 12.9 4.1 7.7 3 90th %pile Green (s) 7.2 7.2 7.2 7.2 7.2 4.6 19.3 4.0 18.7 70th %ile Green (s) 5.2 5.2 5.2 5.2 5.2 4.0 24.3 0.0 14.3 H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Pagel Lanes, Volumes, Timings AM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM 50th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 21.8 0.0 11.8 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 5.0 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 4.2 Stops(vph) 19 26 51 27 216 8 613 CO Emmisions (g/hr) 17 51 74 96 598 20 1193 VOC Emmisions (g/hr) 4 12 17 22 139 5 276 Queue Length 50th (ft) 4 0 12 5 0 1 74 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:29.8 Control Type:Actuated-Uncoordinated Intersection Signal Delay: 6.6 Intersection LOS:A 90th %ile Actuated Cycle:48.5 50th %ile Actuated Cycle:37.8 10th %ile Actuated Cycle: 10.2 Splits and Phases: 3: Deming Street&Buckland Road 01 14t 02 4 04 05 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 HCM Unsignalized Intersection Capacity Analysis AM Peak 5: Deming Street & Evergreen Drive Combined Traffic F.A. Hesketh&Associates SFM Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC1, stage 1 conf vol tC,single(s) 4.1 6.4 6.2 MMIM tF(s) 2.2 3.5 3.3 cM capacity(veh/h) 1452 626 924 Volume Total 133 140 3 18 Volume Right 13 0 0 18 Volume to Capacity 0.08 0.05 0.01 0.02 Control Delay(s) 0.0 4.0 10.8 9.0 Approach Delay(s) 0.0 4.0 9.2 Intersection Capacity Utilization 28.0% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\AMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Map-PM Peak Volumes Background Traffic 4 S�r�e �00(0 20 8 14 6" (0�N CU 0 U H:IHCSDATA120001001671ECHN ONLYIPMback.sy6 Timing Plan: Default Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM, Lane Configurations *T 4 tT tT Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.942 0.996 0.997 Satd. Flow(prot) 0 1835 1583 0 1961 0 1770 3643 0 1770 3646 0 Md. Flow(perm) 0 1729 1583 0 1843 0 609 3643 0 324 3646 0 Satd. Flow(RTOR) 72 22 5 4 Link Speed (mph) 30 30 30 30 Travel Time (s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 30 72 0 51 0 66 944 0 17 642 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 ' 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green(s) 6.9 6.9 6.9 20.1 18.9 19.6 17.6 v/c Ratio 0.07 0.17 0.11 0.12 0.32 0.MO.23 MMM Delay 13.9 5.8 10.3 3.1 3.9 ME 3.4 5.2 Approach Delay 8.2 10.3 3.8 5.1 a 90th %ile Green (s) 5.6 5.6 5.6 5.6 5.6 4.2 19.1 4.0 18.9 70th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 20.2 0.0 10.2 H:\HCSDATA\2000\00167\ECHN ONLY\PMback.sy6 Synchro 5 Report Timing Plan: Default Pagel Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM 50th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 6.0 0.0 6.0 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 5.3 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops (vph) 25 21 29 22 325 8 303 CO Emmisions (g/hr) 39 70 44 78 1119 21 792 VOC Emmisions (g/hr) 9 16 10 18 259 5 184 Queue Length 50th (ft) 0 0 1 0 0 0 0 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:23.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay:4.7 Intersection LOS:A 90th %ile Actuated Cycle:46.7 50th %ile Actuated Cycle: 12 10th %ile Actuated Cycle: 10.4 Splits and Phases: 3: Deming Street& Buckland Road 01 m2 4 o4 -.sue - 05 4 m6 � 08 NONE W-M H:\HCSDATA\2000\00167\ECHN ONLY\PMback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-PM Peak Volumes Combined Traffic TT 20 �--l5 14 Deming Street .�qj 1`0N L� Q C -0 C (6 U H:IHCSDATA120001001671ECHN ONLY1PMcomb.sy6 Timing Plan: Default Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM ` -• 4% t f* 1 ' Lane Configurations ►� � , ►� Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.944 0.996 0.994 Satd. Flow(prot) 0 1803 1583 0 - 1965 0 1770 3643 0 1770 3635 0 Satd. Flow(perm) 0 1485 1583 0 1825 0 620 3643 0 354 3635 0 Satd. Flow(RTOR) 124 22 5 8 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 75 124 0 53 0 86 944 0 17 656 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 30% 30% 30% 30% 30% 0% 22% 48% 0% 22% 48% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.7 7.7 7.7 21.3 21.3 19.8 18.0 v/c Ratio 0.22 0.27 0.12 0.16 0.36 0.04 0.29 Delay 14.6 4.6 10.7 3.5 5.2 4.2 7.8 Approach Delay 8.3 10.7 5.0 7.7 90th %ile Green (s) 8.4 8.4 8.4 8.4 8.4 4.8 20.4 4.0 19.6 70th %pile Green (s) 5.7 5.7 5.7 5.7 5.7 4.0 20.9 0.0 10.9 K\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Pagel Lanes, Volumes, Timings PM Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh &Associates SFM 50th %ile Green (s) 4.4 4.4 4.4 4.4 4.4 4.0 19.0 0.0 9.0 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 5.3 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops (vph) 57 26 30 28 407 9 451 CO Emmisions (g/hr) 58 52 46 101 1167 22 887 VOC Emmisions(g/hr) 13 12 11 23 271 5 206 Queue Length 50th (ft) 13 0 5 5 27 1 46 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:29.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay:6.5 Intersection LOS:A 90th %ile Actuated Cycle: 50.8 50th %ile Actuated Cycle: 35.4 10th %ile Actuated Cycle: 10.4 Splits and Phases: 3: Deming Street&Buckland Road 01 At o2 04 o5 o6 08 H:\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 HCM Unsignalized Intersection Capacity Analysis PM Peak 5: Deming Street & Evergreen Drive Combined Traffic F.A. Hesketh &Associates SFM --�' Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC1, stage 1 conf vol tC,single(s) 4.1 6.4 6.2 1111 tF(s) 2.2 3.5 3.3 cM capacity(veh/h) 1483 627 950 Volume Total 108 128 17 98 Volume Right 7 0 0 98 Em Volume to Capacity 0.06 0.06 0.03 0.10 Control Delay(s) 0.0 5.6 10.9 9.2 Approach Delay(s) 0.0 5.6 9.5 Intersection Capacity Utilization 23.7% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\PMcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Map-Saturday Peak Volumes Background Traffic 0)�0 14 5 lit r-CV LO (U C (0 U H:\HCSDATA1200010016AECHN ONLYISATback.sy6 Timing Plan: Default Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM Lane Configurations ►� Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed(mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.948 0.997 0.998 Satd. Flow(prot) 0 1822 1583 0 1961 0 1770 3646 0 1770 3650 0 Satd. Flow(perm) 0 1675 1583 0 1809 0 350 3646 0 570 3650 0 Satd. Flow(RTOR) 64 15 4 2 = 4 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 22 64 0 39 0 55 677 0 16 903 0 Protected Phases 4 8 5 2 1 6 Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 32% 32% 32% 32% 32% 0% 23% 45% 0% 23% 45% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 6.9 6.9 6.9 20.6 19.5 20.1 18.3 v/c Ratio 0.06 0.15 0.09 0.12 0.23 0.03 0.32 Delay 14.4 6.2 11.3 3.1 3.5 3.3 5.3 Approach Delay 8.3 11.3 3.5 5.3 90th %ile Green (s) 5.4 5.4 5.4 5.4 5.4 4.0 18.2 4.0 18.2 70th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 24.2 0.0 14.2 H:\HCSDATA\2000\00167\ECHN ONLY\SATback.sy6 Synchro 5 Report Timing Plan: Default Page 1 Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Background Traffic F.A. Hesketh &Associates SFM 50th %Ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.8 0.0 5.8 30th %Ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 5.1 10th %Ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.3 0.0 4.3 Stops(vph) 19 19 25 18 212 8 445 CO Emmisions (g/hr) 28 63 35 65 792 20 1122 VOC Emmisions(g/hr) 7 15 8 15 184 5 260 Queue Length 50th (ft) 1 0 1 0 0 0 0 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:23.8 Control Type:Actuated-Uncoordinated Intersection Signal Delay:4.8 Intersection LOS:A 90th %Ile Actuated Cycle:45.6 50th %Ile Actuated Cycle: 11.8 10th %Ile Actuated Cycle: 10.3 Splits and Phases: 3: Deming Street&Buckland Road 01 02 and l 05 1 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\SATback.sy6 Synchro 5 Report Timing Plan: Default Page 2 Map-Saturday Peak Volumes Combined Traffic TT MNO 14 3� 15 Deming Street h� (9 00 00� O CU 0° C cU U H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Timing Plan: Default Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Combined TrafficF.A. Hesketh &Associates SFM} Lane ConfigurationsINNEEl r Lane Width (ft) 12 12 12 12 16 12 12 13 12 12 13 12 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.850 0.953 0.997 0.993 Satd. Flow(prot) 0 1799 1583 0 - 1976 0 1770 3646 0 1770 3632 0 Satd. Flow(perm) 0 1507 1583 0 1811 0 361 3646 0 598 3632 0 Satd.Flow(RTOR) 95 15 4 9 Link Speed (mph) 30 30 30 30 Travel Time(s) 12.8 22.7 45.5 44.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 0 49 95 0 43 0 96 677 0 16 934 0 Protected Phases 4 8 5 2 1 6 1 OEM Detector Phases 4 4 4 8 8 5 2 1 6 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 10.0 15.0 10.0 15.0 Total Split(%) 30% 30% 30% 30% 30% 0% 22% 48% 0% 22% 48% 0% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Act Effct Green (s) 7.4 7.4 7.4 22.7 22.7 21.3 19.5 amm v/c Ratio 0.15 0.23 0.11 0.21 0.25 0.03 0.40 Delay 16.0 5.4 12.6 3.1 4.2 3.6 7.7 Approach Delay 9.0 12.6 4.1 7.6 90th %ile Green (s) 6.7 6.7 6.7 6.7 6.7 4.9 20.7 4.0 19.8 illgiii 70th %ile Green(s) 5.0 5.0 5.0 5.0 5.0 4.0 25.1 0.0 15.1 H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Lanes, Volumes, Timings Saturday Peak 3: Deming Street & Buckland Road Combined Traffic F.A. Hesketh&Associates SFM i 4N t fir• i 50th %ile Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 22.4 0.0 12.4 30th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 5.2 0.0 5.2 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 4.4 Stops (vph) 39 23 28 29 246 8 643 CO Emmisions(g/hr) 39 42 40 111 812 20 1260 VOC Emmisions (g/hr) 9 10 9 26 188 5 292 Queue Length 50th (ft) 9 0 5 6 16 1 82 Internal Link Dist(ft) 484 920 1920 1880 95th Up Block Time (%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:30.3 Control Type:Actuated-Uncoordinated Intersection Signal Delay: 6.4 Intersection LOS:A 90th %ile Actuated Cycle:49.4 50th %ile Actuated Cycle:38.4 10th %ile Actuated Cycle: 10.4 Splits and Phases: 33:*Deming Street&Buckland Road 01 02 o4 05 - 06 08 H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 2 HCM Unsignalized Intersection Capacity Analysis Saturday Peak 5: Deming Street & Evergreen Drive Combined Traffic F.A. Hesketh &Associates SFM Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) vC1, stage 1 conf vol tC, single(s) 4.1 6.4 6.2 tF(s) 2.2 3.5 3.3 gill cM capacity(veh/h) 1494 641 965 Volume Total 99 149 10 58 Volume Right 13 0 0 58 Volume to Capacity 0.06 0.05 0.02 0.06 Control Delay(s) 0.0 4.0 10.7 9.0 Approach Delay(s) 0.0 4.0 9.2 Intersection Capacity Utilization 24.7% ICU Level of Service A H:\HCSDATA\2000\00167\ECHN ONLY\SATcomb.sy6 Synchro 5 Report Timing Plan: Default Page 1 Application# 02-70P, Eastern CT Healthcare Network Planning Department Review Comments 1. Key Map a. Why are there 2 "minimum landscaped area in parking lot"—is one Phase I, and one Phase II? 2. Plot Plan a. Needs to be completed in accordance with the checklist(this is the map that gets filed on the land records): • Distance &bearings of boundary lines • Easements, noting grantor, grantee and purpose • Iron pins at corners & angle points • A-2 certification; P.E., L.S. seals b. Light grey letters &numerals very difficult to read; please improve clarity c. Abutters names needed, not just street address 3. Topographic Map a. Requires all of the above information from the Plot Plan b. Where are trees being preserved?Please indicate on plan c. A-2, T-2 certifications required; P.E., L.S. seals d. There is a very tight radius in the parking lot on the east end of the building. Past experience shows that maneuvering is difficult with this tight radius. e. Where are the stormwater rain gardens located? 4. Landscaping Plan a. The plan is generally not in conformance with the approved General Plan, including: • Street trees along Buckland Road, Deming Street, and the site access drive (which will be the main boulevard entrance in the future); • Perimeter trees around parking lots • Semicircle design pattern along Buckland Road; the beginning of one of the semicircles is on this site. Staff strongly recommend working in collaboration with the Evergreen Walk landscape architect for consistency with the approved General Plan. 1 � ' DRAINAGE REPORT EASTERN CONNECTICUT HEALTHCARE NETWORK ' BUCKLAND ROAD SOUTH WINDSOR,CONNECTICUT November 15,2002 1 .�O p� FUSS CX O'Neill IriC. Consulting Engineers ' 146 Hartford Road,Manchester,CT 06040-5921 TEL 86o 646-2469 FAX 86o 643-6313 78 Interstate Drive,West Springfield,MA 01089 TEL 413 452-0445 FAX 413 846-0497 ' 56 Quarry Road,Trumbull,CT 06611 TEL 203 374-3748 FAX 203 374-4391 ' The Foundry Corporate Office Center 275 Promenade Street,Suite 350,Providence,RI 02908 TEL 401 861-3070 FAX 401 861-3076 Fuss&O'Neill Inc. Executive Summary ' This report summarizes the changes in drainage that will occur as a result of construction of a proposed facility for Eastern Connecticut Healthcare Network (ECHN) southwest of the intersection of Buckland Road and Deming Street. Runoff from the proposed ECHN building, parking lots, and access roadway will drain to a detention basin to the west of the property which will attenuate the runoff to below pre- development flows. The pre and post development flows for the site(including the access road) will be as follows: G n han ar ' 2 2.32 1.11 -1.21 10 7.51 5.92 -1.59 25 10.89 j 8.72 -2.17 100 17.36 1 11.75 -5.61 ' The proposed parking area storm drainage system was designed to convey the 25 year design storm. Storm runoff will be treated through a variety of methods,including catch basins with ' four foot sumps and trap hoods,and by vegetative contact while traveling through over 250 feet of grassed swale. Sediments will further be filtered out by settling action in the proposed detention basin. r G AP20004481\C 10\drainrep.doc Corres. Fuss&O'Neill Inc. Existing Conditions ' The subject property is part of large tract of farmland located west of Buckland Road,north of Smith Street and south of Deming Street in South Windsor. The proposed ECHN building will ' be located on an 4.26 acre parcel to be subdivided from the larger property. Soils are Wilbraham silty loams and Tisbury silt loams,which are Soil Conservation Service soil types C and B,respectively. ' Proposed Conditions ' The proposed building will cover approximately 0.6 acres. The adjacent parking areas will create approximately 1.7 more acres of impervious area. The proposed additional impervious areas will increase the amount of runoff discharging from the site, if undetained. However, a ' detention basin is proposed 500 feet to the west of the parcel which will attenuate the increase in runoff to below pre-development rates. ' The detention basin will have a total storage volume of approximately 1.0 acre-feet. The pond will have a 18 inch diameter low-level outlet and a second stage emergency outlet double catch basin outlet. The bottom of the pond will be at an approximate elevation of 79 feet and the ' highest elevation of the basin's berm will be approximately 84.5 feet. During the 100 year storm,there will be over 1 foot of freeboard within the basin. Storm sewer systems were designed to convey the 25 year storm. Minimum pipe cover is 3 feet . and minimum pipe slope is 1%. Runoff from the east half of the building roof will discharge to a raingarden to be located to the southwest of the proposed parking area. The raingarden will store the roofwater and allow it to infiltrate. Overflow from the raingarden will re-enter the storm sewer system. Method U.S.D.A.Natural Resources Conservation Service(SCS)TR-55 methods were used to develop input information which was input into the Pondpack hydrologic computer model, which is based on SCS TR-20 methods. Please see Appendix B for the Pondpack calculations and drainage map. For Pondpack analysis, the drainage area(please refer to maps included in Appendix B)was ' delineated to a point of interest at the outlet of the proposed detention basin. The proposed drainage area is approximately the same as the existing drainage area to this point of interest. The storm sewer system was sized using the StormCAD computer model. Input information for the model was derived using Rational Formula methods based on the drainage areas depicted in ' the drainage area map in Appendix A. Times of concentration for all areas were assumed to be the minimum allowable time of 5 minutes. The StormCAD output indicates that all of the proposed pipes will have adequate capacity. r GAP2000\481\C I Wrainrep.doc Cones. Fuss&O'Neill Inc. Summary With the use of the proposed detention basin,proposed peak discharges from the site will be less than existing flows through the 100 year storm, as required by Town regulations. The ' proposed storm sewer system meets town regulations of adequately conveying the 25 year storm. G:\P2000\481\C10\drainrep.doc Corres. ' APPENDIX A STORM SEWER. SIZING r r 0 0 c \ DEK41NG STREETS ET\\giiii x 00I m CB 5 i / YD 11 ROOF AREA If RO()�,, AREA— l> /DRAINING TO C13-4 A= 0L�30 Ac. o 7- A= 0.30 Ac*." YP I + If I -cv CB Y—r`ly� 7 10 ,0 'If PROJ.MANAGER: SEAL SEAL SCALE: PROD.No.:00481.CI0 CHIEF DESIGNER: --HORZ.: IW ECHN DATE:11107/02 REVIEWED BY. DATE VERT.:--- so 25 0 50 FUSS & ONEILL INC.Consulting Engineers CATCH BASIN AREAS 146 HARTFORD ROAD, MANCHESTER, CONNECTICUT 06040 860.646.2469 REVISIONS GRAPHIC SCALE www.FandO.com SOUTH WINDSOR CONNECTICUT DATE DESCRIPTION BY r rr rr r Ir r r irr r M Ilir M Ir r iirl M r Ir Ir Scenario: Base F&O Inlet Report Label Ground Time System System Local Area Inlet Inlet Total nterceptec Total Inlet ongitudina Road Gutter Gutter BypassedIntercepte Bypass Elevation of Flow TimE Intensity Intensity(acres) C CA Flow Rational Bypassed Location Slope Cross Ditch Ditch CA CA Target (ft) oncentratio (min) (in/hr) (in/hr) (acres)To Inlet Flow Flow ft/ft e Depth Spread (min) (cfs) (cfs) (cfs ( ) Slope p (acres) (acres) (ft/ft) (ft) (ft) CB-1 97.50 5.00 5.00 7.10 7.10 0.36 0.90 0.32 2.32 2.32 0.00 In Sag 0.020 0.15 7.56 0.00 0.32 CB-2 103.50 5.00 8.55 6.25 7.10 0.28 0.53 0.15 1.06 1.06 0.00 In Sag 0.020 0.06 2.99 0.00 0.15 CB-3 111.80 5.00 8.42 6.28 7.10 0.23 0.32 0.07 0.53 0.53 0.00 In Sag 0.020 0.01 1.74 0.00 0.07 CB-4 107.25 5.00 6.61 6.71 7.10 0.76 0.45 0.34 2.45 2.45 0.00 In Sag 0.020 0.16 7.96 0.00 0.34 CB-5 108.75 5.00 5.45 6.99 7.10 0.18 0.35 0.06 0.45 0.45 0.00 In Sag 0.020 1.16e-3 1.59 0.00 0.06 CB-6 109.45 5.00 5.31 7.02 7.10 0.24 0.28 0.07 0.48 0.39 0.09 On Grad 0.040000 0.020 0.08 3.79 0.01 0.05 <Automatic CB-7 115.50 5.00 5.78 6.91 7.10 0.18 0.29 0.05 0.37 0.37 0.00 In Sag 0.020 -0.01 1.41 0.00 0.05 cb-8 120.45 5.00 5.00 7.10 7.10 0.48 0.52 0.25 1.79 1.79 0.00 In Sag 0.020 0.12 5.79 0.00 0.25 CB-9 117.45 5.00 8.08 6.36 7.10 0.23 0.56 0.13 0.92 0.92 0.00 In Sag 0.020 0.05 2.48 0.00 0.13 CB-1C 120.25 5.00 7.22 6.57 7.10 0.52 0.43 0.22 1.60 1.60 0.00 In Sag 0.020 0.10 5.13 0.00 0.22 ROOF 230.00 5.00 5.00 7.10 7.10 0.30 0.90 0.27 1.93 1.93 0.00 In Sag 0.020 0.00 0.00 0.00 0.27 ROOF 130.00 5.00 5.00 7.10 7.10 0.30 0.90 0.27 1.93 1.93 0.00 In Sag 0.020 0.00 0.00 0.00 0.27 YD-11 123.50 5.00 5.44 7.00 7.10 0.03 0.25 0.01 0.05 0.05 0.00 In Sag 0.020 -0.06 0.39 0.00 0.01 YD-12 123.501 5.001 5.001 7.101 7.101 0.0610.251 0.021 0.11 0.11 0.00 In Sag 0.020 -0.05 0.61 0.00 0.02 Title:EHCN Project Engineer:AWP g:\p2000\481\c10\drainage\00481c10.stm Fuss&O'Neill Inc. StormCAD v4.1.1 [4.2014] 11/15/02 10:26:02 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base F&O Pipe Report Label Upstrea10-3 ownstrea pstrea ownstrea Pipe System System System Total Full Section Length onstructe Manning Average pstrea ownstrea HydraulicHydraulic NodeNode Invert Invert Flow low Tim CA Intensity System Capacity Size (ft) Slope n Velocity Cover Cover Grade Grade Elevation Elevation Time (min) (acres) (in/hr) Flow (cfs) (ft/ft) (ft/s) (ft) (ft) Line In Line Out (ft) (ft) (min) (cfs) (ft) (ft) P-14 CB-1 93.25 92.25 0.37 5.00 0.32 7.10 2.32 7.00 15 inch 100.00 0.010000 0.012 4.51 3.00 6.50 93.86 92.75 P-13 C13-2 0-2 98.55 96.12 0.24 8.55 1.90 6.25 11.95 16.06 18 inch 122.00 0.019918 0.012 8.62 3.45 2.38 99.86 97.09 P-5 CB-3 CB-2 101.38 98.65 0.13 8.42 1.75 6.28 11.08 21.71 18 inch 75.00 0.036400 0.012 9.36 8.92 3.35 102.65 99.44 P-10 CB-4 CB-3 102.90 101.48 0.39 6.61 1.30 6.71 8.81 11.38 18 inch 142.00 0.010000 0.012 6.00 2.85 8.82 104.05 102.65 P-12 CB-5 C13-4 104.74 103.00 0.39 5.45 0.39 6.99 2.73 10.45 15 inch 78.00 0.022308 0.012 3.31 2.76 3.00 105.40 104.05 P-11 CB-6 CB-5 105.20 104.84 0.13 5.31 0.32 7.02 2.30 7.00 15 inch 36.00 0.010000 0.012 4.48 3.00 2.66 105.81 105.34 P-9 CB-7 C13-4 111.15 103.00 0.83 5.78 0.30 6.91 2.10 16.76 15 inch 142.00 0.057394 0.012 2.85 3.10 3.00 111.73 104.05 P-8 cb-8 CB-7 116.20 111.25 0.78 5.00 0.25 7.10 1.79 10.27 15 inch 230.00 0.021522 0.012 4.94 3.00 3.00 116.73 111.60 P-4 C13-9 CB-3 112.25 106.50 0.34 8.08 0.37 6.36 2.40 14.72 15 inch 130.00 0.044231 0.012 6.40 3.95 4.05 112.87 106.84 P-3 CB-10 CB-9 115.90 112.35 0.85 7.22 0.25 6.57 1.63 9.94 15 inch 176.00 0.020170 0.012 3.43 3.10 3.85 116.41 112.87 P-16 ROOF E C13-6 111.00 105.20 0.31 5.00 0.27 7.10 1.93 10.81 12 inch 74.00 0.078378 0.012 3.93 118.00 3.25 111.59 105.81 P-15 ROOF CB-4 104.00 103.00 0.52 5.00 0.27 7.10 1.93 3.86 12 inch 100.00 0.010000 0.012 3.22 25.00 3.25 104.59 104.05 P-2 YD-11 CB-10 120.10 116.00 1.79 5.44 0.02 7.00 0.16 12.78 15 inch 123.00 0.033333 0.012 1.15 2.15 3.00 120.25 116.41 P-1 YD-12 YD-11 120.501 120.1010.441 5.00 0.02 7.10 0.11 7.18 15 inch 38.00 0.010526 0.012 1.45 1.75 2.15 120.63 120.25 Title:EHCN Project Pro1 Engineer:ineer:AWP g:\p2000\481\c10\drainage\00481c10.stm Fuss&O'Neill Inc. StormCAD v4.1.1 [4.2014] 11/15/02 10:26:09 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 i ' EHCN "c" COEFFICIENTS GRASS= 0.25 PAVEMENT= 0.90 CB-1 15779 15779 0.36 0.90 CB-2 12053 6951 0.28 0.62 CB-3 10041 8786 0.23 0.82 CB4 32971 22903 0.76 0.70 CB-5 7855 7075 0.18 0.84 CB-6 10603 9815 0.24 0.85 ' CB-7 7706 7540 0.18 0.89 CB-8 20816 12286 0.48 0.63 CB-9 9813 5136 0.23 0.59 CB-10 22641 16424 0.52 0.72 YD-11 1304 0 0.03 0.25 YD-12 2448 0 0.06 0.25 ROOF E 13068 13068 0.30 0.90 ROOF 13068 13068 0.30 0.90 G:\p2000\481\X10\DRAINAGE\C_coeff.xls Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Grass swale Flow Element Trapezoidal Cha Method Manning's Formi Solve For Discharge Input Data Mannings Coeffic 0.030 Slope 010000 ft/ft Depth 3.00 ft Left Side Slope 2.00 H:V Right Side Slope 2.00 H:V Bottom Width 6.00 it ' Results Discharge 269.11 cfs Flow Area 36.0 ft2 Wetted Perimi 19.42 it Top Width 18.00 ft Critical Depth 2.89 ft Critical Slope 0.011620 Wit Velocity 7.48 ft/s Velocity Head 0.87 It Specific Enerc 3.87 ft Froude Numb. 0.93 Flow Type Subcritical r Project Engineer.Jim LeClair g:\p2000\481\c10\drainage\swale.fm2 Fuss&O'Neill Inc. FlowMaster v6.1 [614k] 11/15/02 12:10:49 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1 APPENDIX B PONDPACK MODEL PROPOSED & EXISTING CONDITIONS 1 is ONIVUG NVI DEMING S TREET\ 0 o rY DRA/ INAGE AREA=3.Z2 Adres % 21Y �5�AINAGE AREA=4.2j Acre. Tc NTH WMIP 7\ N114, \Y to I f If f T 00 PROD.MANAGER" SEAL SEAL SCALE. PRQJ.N.:00481.C10 CHIEF DESIGNER: HORZ: 1'=80' EC HN DATE 1 11071W REVIEWED Sr. DATE VERT.: so 40 0 ao FUSS & OWEILL INC.Consulting Engineers EXISTING DRAINAGE AREAS MANCHESTER, CONNECTICUT 06040 Uj N1. o. DATE DESCRIPTION 00 -146 HARTFORD ROAD,860.646.2469 2 REVISIONS GRAPHIC SCALE www.FandO.com SOUTH WINDSOR CONNECTICUr S ONIVU0 �DEMINW"REET DEMING 8-TREET\ C) 'p 0 0 DF?A/ INAGE' A R E A-'=3. "2 Ad"res/ N. / / rJ j / I 1 � \ � ♦ ♦ r DRAINAGE AREA=4.2j Acre; + t Irrt T PROD.MANAGER SEAL SEAL SCALE: PROJ.No.:0"81.C10 CHIEF DESIGNER HOR7-: 1--w ECHN DATE:11107i02 REVIEWED BY: DATE 80 VERT.:40 o ao FUSS & OWEILL INC.Consulting Engineers PROPOSED DRAINAGE AREAS 146 HARTFORD ROAD, MANCHESTER, CONNECTICUT 06040 1. f.,rjo 860.646.2469 3 Na DATE DESCRIPTI BY REVISIONS GRAPHIC SCALE www.FandO.com SOUTH WINDSOR CONNECTICUT of -y oQF i'6°'� •�' Ta 1� r T ��• -/ 1'S /fr 5 �tiP f)sf.\\i cC5``�+ -Cfi -.s' '?�• 5 °fr r i f _M C Es63 .a�1• iCtC - r�.\l tlA - ElfA EoBv �sy �} Ag6; C .Y, '�,t �' _•;, _-�e' r BfA .ES3 C62 Sh �it� _Ctfl�'� -•Hf ' Pse�' Ct .,Na . Y'J• � a/; �{' `� `@•r _f,.s _ N wa s'+.r f Kti Y -rY t• 1 1• :Frill. BIB +Y txB +�.. .Uj ?.BfA kt `�. •. rlrcB 5 R�vJ - +:P rr N B mF- 4' tf".` r j,.+.+ i- CIC Wva- W�a`iv��.^'� .`� c � 1." `F'SbA'. 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I! r -R1a• � .tyi my F��'��• ,yi.-+.tr a .. .• -,Z'' _••, •`_ _._.., .L SSG .- _ _ e 12.?° �tisYA;5R4'�?! SOIL MAP FROM SHEETS 27 AND 33 U.S.D.A. SOIL SURVEY,HARTFORD COUNTY Job File: G:\P2000\481\C10\DRAINAGE\00481C10.PPW Rain Dir: C:\HAESTAD\PPKW\RAINFALL\ JOB TITLE -------------------------- EHCN site- South Windsor, CT Existing and proposed conditions 5/N: D21601006A82 Fuss & O'Neill Inc. 1 PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed. . . . . . . Master Network Summary . . . . . . . . . . . . . 1.01 ****************** DESIGN STORMS SUMMARY ******************* Hartford County Design Storms . . . . . . . . . . . . . . . . . . . . . . 2.01 ********************** TC CALCULATIONS ********************* EXISTING. . . . . . . . Tc Calcs . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.01 PROPOSED. . . . . . . . Tc Calcs . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.03 SOUTH OF EHCN. . . Tc Calcs . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.05 ********************** CN CALCULATIONS ********************* EXISTING. . . . . . . . Runoff CN-Area . . . . . . . . . . . . . . . . . . . . . 4.01 .PROPOSED. . . . . . . . Runoff CN-Area . . . . . . . . . . . . . . . . . . . . . 4.02 SOUTH OF EHCN. . . Runoff CN-Area . . . . . . . . . . . . . . . . . . . . . 4.03 SOUTH OF EHCN P Runoff CN-Area . . . . . . . . . . . . . . . . . . . . . 4.04 *********************** POND VOLUMES *********************** DETENTION ALT. . . Vol: Elev=Area . . . . . . . . . . . . . . . . . . . . . 5.01 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Table of Contents Table of Contents (continued) ******************** OUTLET STRUCTURES ********************* ALT OUTLET. . . . . . Outlet Input Data 6.01 Composite Rating Curve 6.03 M 1 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Master Network Summary Page 1.01 Name. . . . Watershed File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW MASTER DESIGN STORM SUMMARY Default Network Design Storm m File, ID CTSTORMS.RNQ Hartford County Total Depth Rainfall Return Event in Type RNF File -----RNF-ID - ----- 2yr 3.2000 Synthetic Curve SCSTYPES TypeIII 24hr 10yr 4.7000 Synthetic Curve SCSTYPES TypeIII 24hr 25yr 5.5000 Synthetic Curve SCSTYPES TypeIII 24hr 100yr 6.9000 Synthetic Curve SCSTYPES TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion; ) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID--------- Type Event ---ac_ft-- Trun hrs --cfs--- ---ft--- ac-ft ------- ---- ------ -- --------- ----------- DETENTION IN POND 2 .712 12.1500 7.06 DETENTION IN POND 10 1.377 12.1500 13.76 DETENTION IN POND 25 1.766 12.1500 17.61 DETENTION IN POND 100 2.485 12.1500 24.59 DETENTION OUT POND 2 .474 13.0000 1.11 81.53 .350 DETENTION OUT POND 10 1.138 12,5000 5.92 82.31 .537 DETENTION OUT POND 25 1.528 12.4500 8.72 82.68 .632 DETENTION OUT POND 100 2.246 12.4500 11.75 83.43 .846 *EXISTING JCT 2 .342 12.3000 2.32 *EXISTING JCT 10 .879 12.2500 7.51 *EXISTING JCT 25 1.223 12.2500 10.89 *EXISTING JCT 100 1.892 12.2500 17.36 EXISTING AREA 2 .251 12.2500 1.92 EXISTING AREA 10 .608 12.2500 5.52 EXISTING AREA 25 .833 12.2000 7.75 EXISTING AREA 100 1.263 12.2000 12.10 PROPOSED AREA 2 .593 12.1500 6.70 PROPOSED AREA 10 1.057 12.1500 11.81 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Master Network Summary Page 1.02 Name. . . . Watershed File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion; ) ' (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ----------- PROPOSED AREA 25 1.315 12.1500 14.57 PROPOSED AREA 100 1.778 12.1500 19.43 *PROPOSED OUT JCT 2 .474 13.0000 1.11 *PROPOSED OUT JCT 10 1.138 12.5000 5.92 *PROPOSED OUT JCT 25 1.528 12.4500 8.72 *PROPOSED OUT JCT 100 2.246 12.4500 11.75 SOUTH OF EHCN AREA 2 .092 12.4000 .47 SOUTH OF EHCN AREA 10 .270 12.3000 2.07 SOUTH OF EHCN AREA 25 .390 12.3000 3.20 SOUTH OF EHCN AREA 100 .628 12.2500 5.41 SOUTH OF EHCN P AREA 2 .119 12.3500 .73 SOUTH OF EHCN P AREA 10 .321 12.3000 2.60 SOUTH OF EHCN P AREA 25 .451 12.3000 3.82 SOUTH OF EHCN P AREA 100 .707 12.2500 6.22 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Tc Calcs Page 3.01 Name. . . . EXISTING File. . . . G: \P2000\481\C10\DRAINAGE\00481C10.PPW TIME OF CONCENTRATION CALCULATOR -------------------------------------------`----------------------------- Segment #1: Tc: TR-55 Shallow Hydraulic Length 510.00 ft Slope .039000 ft/ft Unpaved Avg.Velocity 3.19 ft/sec Segment #1 Time: hrs ----- Segment #2: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 200.00 ft 2yr, 24hr P 3.2000 in Slope .075000 ft/ft Avg.Vetocity .23 ft/sec Segment #Z Time: .2441 hrs ------------------------------------------------------------------------ Total Tc. .2885 hrs ------------------------- ------------------------- S/N: D21601006A82 Fuss & O'Neill Inc. 1 PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Tc Calcs Page 3.02 Name. . . . EXISTING File. . . . G: \P2000\481\C10\DRAINAGE\00481C10.PPW ------------------------------------------------------------------------ Tc Equations used. . . ------------------------------------------------------------------------ SCS TR-55 Sheet Flow Tc = ( .007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Tc Calcs Page 3.05 Name. . . . SOUTH OF EHCN File. . . . G: \P2000\481\C10\DRAINAGE\00481C10.PPW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ------------------------------------------- ---------------------------- Segment #1: Tc: TR-55 Shallow Hydraulic Length 200.00 ft Slope .040000 ft/ft Unpaved Avg.Velocity 3.23 ft/sec Segment #1 Time: hrs ----------------------------------------- ---------------------------------- Segment #2: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 200.00 ft 2yr, 24hr P 3.2000 in Slope .035000 ft/ft Avg.Velocity .17 ft/sec Segment #2 Time: .3310 hrs ------------------------------------------------------------------------ Total Tc 3483 hrs ------------------------- ------------------------- S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Tc Calcs Page 3.06 Name. . . . SOUTH OF EHCN File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW ------------------------------------------------------------------------ Tc Equations used. . . ------------------------------------------------------------------------ SCS TR-55 Sheet Flow Tc = ( .007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Runoff CN-Area Page 4.01 Name. . . . EXISTING File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------- ----------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description -CN- --acres-- %C %UC CN -------------------------------- ----- ----- ------ Meadow, B 58 2.505 58.00 Meadow, C 71 2.505 71.00 COMPOSITE AREA & WEIGHTED CN ---> 5.010 64.50 (65) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Runoff CN-Area Page 4.02 Name. . . . PROPOSED File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------- ` Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN Impervious 98 2.640 98.00 Open area, lawn, B 61 1.590 61.00 COMPOSITE AREA & WEIGHTED CN ---> 4.230 84.09 (84) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Runoff CN-Area Page 4.03 Name. . . . SOUTH OF EHCN File. . . . G:\P2000\481\C10\DRAINAGE\00481C1O.PPW RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description-------- CN acres %C %UC CN Meadow, B 58 3.220 58.00 COMPOSITE AREA & WEIGHTED CN ---> 3.220 58.00 (58) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Runoff CN-Area Page 4.04 Name. . . . SOUTH OF EHCN P File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface-Description -CN- --acres-- %C %UC CN Impervious (basin) 98 .214 98.00 Meadow, B 58 3.010 58.00 COMPOSITE AREA & WEIGHTED CN ---> 3.224 60.66 (61) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 *� Type. . . . Vol : Elev-Area Page 5.01 Name. . . . DETENTION ALT File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq. in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 79.00 ----- .0000 .0000 .000 .000 80.00 ----- .1650 .1650` .055 .055 82.00 ----- .2420 .6068 .405 .460 84.00 ----- .3240 .8460 .564 1.024 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Outlet Input Data Page 6.01 Name. . . . ALT OUTLET File. . . . G: \P2000\481\C10\DRAINAGE\00481C10.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 79.00 ft Increment = :25 ft Max. Elev.= 84.00 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed ----Structure --- -No_ Outfall E1, ft E2, ft ------- ------- --------- --------- Stand Pipe ---> TW 83.750 84.000 Orifice-Circular ---> TW 81.000 84.000 TW SETUP, DS Channel S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Outlet Input Data Page 6.02 Name. . . . ALT OUTLET Fite. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW OUTLET STRUCTURE INPUT DATA Structure ID = ` Structure Type = Stand Pipe ------------------------------------ # of Openings = 1 Invert Elev. = 83.75 ft Diameter = 2.8200 ft Orifice Area = 6.2458 sq.ft Orifice Coeff. _ .640 Weir Length 8.86 ft Weir Coeff. = 3.000 K, Submerged .000 K, Reverse 1.000 Kb,Barret 000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 Structure ID = Structure Type = Orifice-Circular ------------------------------------ # of Openings 1 Invert Elev. 81.00 ft Diameter 1.5000 ft Orifice Coeff. _ .640 Structure ID = TW Structure Type ----=-TW-SETUP, DS Channel ------------- ------------- FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs SIN: D1160100IA82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 Type. . . . Composite Rating Curve Page 6.03 Name. . . . ALT OUTLET File. . . . G:\P2000\481\C10\DRAINAGE\00481C10.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ---------------- ---- --- Converge ------------------------- Elev. Q TW Elev Error ` ft cfs ft +/-ft Contributing Structures -------- ------- -------- ----- -------------------------- 79.00 .00 Free Outfall None contributing 79.25 .00 Free Outfall None contributing 79.50 .00 Free Outfall None contributing 79.75 .00 Free Outfall None contributing 80.00 .00 Free Outfall None contributing 80.25 .00 Free Outfall None contributing 80.50 .00 Free Outfall None contributing 80.75 .00 Free Outfall None contributing 81.00 .00 Free Outfall None contributing 81.25 .26 Free Outfall 81.50 .98 Free Outfall 81.75 2.10 Free Outfall 82.00 3.56 Free Outfall 82.25 5.26 Free Outfall 82.50 7.86 Free Outfall ' 82.75 9.07 Free Outfall 83.00 10.14 Free Outfall 83.25 11.11 Free Outfall 83.50 12.00 Free Outfall 83.75 12.83 Free Outfall 84.00 16.93 Free Outfall 1 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 ' Appendix A A-1 ---- -Index of Starting Page Numbers for ID Names - A - ALT OUTLET.. . 6.01, 6.03 ----- D ----- DETENTION ALT. . . 5.01 ----- E ----- ` EXISTING. . . 3.01, 4.01 ----- H ----- Hartford County. . . 2.01 ----- P ----- PROPOSED. . . 3.03, 4.02 ----- S ----- SOUTH OF EHCN. . , 3.05, 4.03 SOUTH OF EHCN P. . . 4.04 ----- W ----- Watershed. . . 1.01 1 S/N: D21601006A82 Fuss & O'Neill Inc. PondPack Ver. 7.5 (767) Compute Time: 08:52:03 Date: 11/07/2002 S�%qN SeI x F o � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•Co AREA CODE 860/644-2511 September 19, 2005 Fuss &O'Neill, Inc. 146 Hartford Road Manchester, CT 06040 Attn: Michele Carlson, P.E. Re: ECHN—Buckland/Deming South Windsor, CT Dear Ms. Carlson: The South Windsor Water Pollution Control Authority, at its regular meeting of September 6, 2005, gave approval for the connection to the Town's sewerage system for ECHN located at Buckland Road and Deming Street, South Windsor, CT and as more specifically shown on plans entitled "Eastern Connecticut Healthcare Network; Buckland Road, South Windsor, Connecticut; Final Development Plan;April 4, 2003" Prepared by Fuss & O'Neill, Manchester, CT, Project No.: 00-481 C10, Page No.: CG.1.2 "Topographic Plan— Phase 1", dated: 04/04/03, with revisions dates: 04/18/03, 04/24/03, 05/15/03, 05/22/03, 05/29/03, 06/03/03, 06/11/03, 08/14/03, 10/03/03, 11/24/04, 08/09/05, 09/06/05; and subject to the following conditions: 1. An external electrical outlet be supplied for an emergency generator in the event of a power outage. 2. Technical approval of the Town Engineering Department. 3. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, oseph J.Carino, Chairman Water Pollution Control Authority JC:ead Cc: Michael J. Gantick, Director of Public Works Jeffrey Doolittle, Town Engineer ,/Marcia Banach, Director of Planning Christopher Dougan, Chief Building Inspector