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HomeMy WebLinkAbout04-23P Site Plan of Dev TOWN OF SOUTH WINDSOR PLANNING&ZONING COMMISSION APPLICATION FORM Application No: 6 RECEIVED Official Receipt Date: 'U b Z004 Receipt No: APPLICANT: Post Road Stages, Inc. SOUTH WINDSOR PLANNING DEPT. ADDRESS: 1105 Strong Road OWNER OF RECORD ON LAND RECORDS: Post Road Stages, Inc. ADDRESS: 1105 Strong Road, South Windsor, CT 06074 COMPLETE LOCATION OF PROPERTY: 1105 Strong Road, South Windsor ASSESSOR'S MAP#75 PARCEL#2 ZONE RR NAME, ADDRESS, TEL&FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Galen R Semprehon, Design Professionals, Inc. 165 South Satellite Road, South Windsor, CT 06074 Tel. 291-8755 Fax.291-8757 THIS APPLCIATION IS FOR: (Check all that apply): <+" Zone Change to (Public Hearing required and Certified letter to abutters required) $' ` Subdivision/Resubdivision Open Space Subdivision(Public Hearing Required) Subdivision Minor Major f'` Resubdivision(Public Hearing Required) *... Minor r7 Major j- Conditional Approval r Special Exception to Article (Public Hearing, Certified letter to abutters Site Plan of Development General Plan of Earth Filling(Sec. 15)and/or Earth Removal(Sec. 14- Public Hearing Required) .:, Regulation Zoning r- Subdivision (Attach proposed amendment) Temporary and Conditional Permit for 'A'`Major Home Occupation for Other(explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commiss' 7- Signature of Applicant Signature of Property Owner (See reverse side for additional information) 6/28/2001 08:00 8606447260 SOUTH WINDSOR PAGE 01 ZMING BOARD OF AP EJUB . Nopping Elementary School January 7, 1965 a.d 8;00 Pam* amt9 FRESFHTi Dr. R. Laurie, Vesers, E. Havens, R. Gilligan, R. Fan reins (alternate for R. primost) and R..Reev6s, Chairman ad �PLI�CA ,01� �bi8 - Harold J. A. Col.li.as,. E. Frances s cifColic and Post Roal Stages, Ina:, Strong Road, South Windsor, .r'egnsat a specific exaepticn to al].aK tre operation of a bmainesa involving the sto>•age, repair and running of bases �d bras lines as public carriers or carriers of school Children or chartered moenr as 1105 Strong Road, South .Windsor. `this Is an R-t,0 parties on premises l one. Atty. R. Enohn represented Air. and Ctrs. Co113r�. He stated that Mr. Collins At bgs been operating bus line and school buses from this lusatbut it i in an me time the area was zoned to AIGIF this type of busipefs, R_40 sane, and the bus company is a non-conforming Use• Mr.- Collins' basins es has been increasing and he would ]eke to be granted a spacial wmaption for a 4W z 400 foot area on Strong Road. This ns Includes the n to present be 275eed tor75 foot ararea now Used for the bueiss, �dth the additional sat W. Kuehn said this change would not be detrimental to the area, which is sparsely settled, and since it is on a rural read, thin business doss not hatte aI raffia VG hazard. Alan, this business has been established for. no =AY Yea continuance in the same location would not change the 4haraotcr of the neighbor- hood. Mr. Xaehn felt that 1n view of the above, the property met all the require- wnts to be granted a special eacceptian under Section 4.1.25: APPI 'CAT ( l - Aetna Service Stations, Xnc., 170 Pearl Street, Hartford, requests a varlaftGO to allow a sign larger than permitted on premises known88 the Northwest side of Sullivan Avenes abutting the Robert T. Sharp propel', Nindsor. This is an 10 ono. Atty. Charles Be Gersten represented Aetna Service Stations, He stated this epplicatift was for an Illuminated sign larger than permitted at the 88"Ue station reoentI7.approved by the Board on Sullivan Avenus. The sign would the a stenda�rd gas station type sig=r. They would like to have it revolving, is not oneential. -A Ppt,IC_'PX�ON�0 - graph A. Petraitiss.3006 Sullivan Avenue, South Windsor, requests a variance to allow a package store liquor permit an premises kwm as �A06 Sullivan Ayenae, South 'Windsor. This is a Cx zone. Atty. Reuben Kaminsky represented !Jr.. Petraitis. He stated this property has boon need sa a meat and grocery store over a period of 35 years nd presented a plane cant for fowould ndr like to establish a package store there. Yr. Kaminsky renovation of the present hailding which would iproviderese plans parking called f ac tieee mp and irote the appearance Of the building. moving a portion of the front of the building and adding to the bank, there would not be gay actual inorrease in the total adze of the struotum Yr. Petraitis finds himself in the position where his business may be badly damaged by the completion Of a large shopping center directly across the street from his store and he world therefore ]Site to make this change. 05!?3I^001 08:� 26r5u'�7^3P SCUTH WINDSGR _ � PAGE 02 ';r jr.. .. .. .:.-. ... ._ .e `i•j:• .3•...L,.Z',ryr 6V. r,.i.. '•tnr .'ner caner �.� Van lEU* said:he' *culd be sitting 'hie-,reiiiisatiorr tei''the Town ion 1.1:ao is'.mov�iag,:ncit ]ir'�`` ss. eed the'Hoard .:%.� .• . ',��;.; .:!'KL'7` :. �.;1:::.:::'�.`.:�. •:3 6ia'tr•'CK�r"' ,4 S2.' LILA.",.:t�•�•�i is C O • ice' .'' 8•' ea� oet 9f a :4 �ui _ _ , r .... ._`•:,)' ..: - ,•i .. a ..w• •/ .- ... ..... .en. •y.,.3' ti.yY:vet. _ - .�..� ,i •'1.` r.'::fli��' .J7 �T,•'t� .. '.}•.�•i, :,r..� -ter ,G .1 ". .. ,; ,':W'w_. � w..'� .. ` •.. " Xl' 8e0e eta�F.ed'th s` Pa was'.i • . 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':.�".:tEtv'w •'`I�''• _ •t ±r•.. r. t• '}i•'•,'r` .[.�: q. _' - 'i:,• �'• �Yf.G r�¢raiTgQ� •• ::�`�.• :•.a..�,•:-•• ,IVa•� .. >. ,r:��: �t, ..�,;•`' T .h `A�y• t•��_q., i f•1 1 A:S�. r!- '• .. ..•. ,. �Y.... _ •... : w. :. •..1.,,,i1.k, Dr. plated o trAa ytiri�`10. 046 Aft.':ia:amtc►iioi iSi it to abe:'t�ni�d �4 lot =. -t did h6t 'Oei !fief: tic d*tiniaStore, #u .s C>t saw 'n634 a a-padeage, etoroi Althe igh hd`t+slh the proposed ah maps-,'Iw tha. bgiUbs xoa .d.,,bo.an im*wwement� ho'dlyd aft think theare wap a r~ �rdlwed thief=-p*b dityr: , w Yr. Gi?3gsn' pviat �- otti it th ':wine.tjpea of retail e.'F.ofe t wca3d not bs saiatili ibr ooPdrty!becanaa cat the limited tae9.1ltiea .:i e oti'tiie�rs .�nae aema'gnsitii ibout t .,eteYi:aiftan:s! a-retail store iez :the Zoning salatiZnas :�. tlip,.. n cf bardehip:obvion la .this-appeal, the Shard iasmbe rs felt 1 ' Thep► el pii>ld a'Ngt',i Wi-`the"TOM,'Attorney► '!,bibre wilting a decisions. W, GUIUan moved that we table ;thin appeal. Sr..'Lambe► seconded the action's All ft t'avor. lions opposed. It was a unanimous vote and so ordered. RECEIVED DESIGN PROFESSIONALS, INC. WAR z 6 2004 civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects SOUTH WINDSOR PLANNING DEPT. Transmitted via certified mail March 26, 2004 Dear Current Abutting Property Owner • Re: Application of Post Road Stages, Inc. 1105 Strong Road South Windsor, Connecticut DPI Project No. 1433 In accordance with regulations of the Inland Wetlands Agency and the Planning&Zoning Commission, we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing(s)by the Inland Wetlands Agency and Planning& Zoning Commission. The applications and plans are on file with the South Windsor Planning Department in the Town Hall. As an abuttingproperty are invited ert p p y owner you to the hearing(s)to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s) prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Kelli Koehler, Administrative Secretary, Michele Lipe, Deputy Planning Director, or Jeffrey Folger, Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 253, 252 or 229, respectively. Thank you. Sincerely, DESIG�jN PROFESSIONALS, INC. By: =/ Galen B. emprebon, P.E. cc: Jeffrey Folger Marcia Banach Bruce Snow 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 Email: dpicivil@aol.com Appl #04-23P, Post Road Stages Planning Department Report 1. 9J7equ t f site pi -modification f�radditionsI to Post Road Stages at_1105 St ng oad, zoneKing e site received a �ecial exception from the ��-in o D 1 6 o all the tion o he bus pofnpany.At the"time, tyre was a pr visio n the zre ations that alloviec,"in undeveloped areas of the rural zone districts, the ZBA may permit, as special exceptions, limited commercial and/or small industrial operations conducted by the occupant of the G!.iT,D property where such uses will not be detrimental to adjoining property; will not 6 ? substantially change the character of the neighborhood; and will not increase congestion in the streets or create traffic hazards." 2. Maximum permitted lot coverage for buildings is 10%, but a variance was granted in 1985 to allow 20% building coverage. There is a difference between building coverage and impervious coverage: building coverage is the amount of the lot that can be covered by buildings; impervious coverage is buildings plus all paved and impervious areas. A dilemma here is how to handle impervious coverage. When the application was approved in 1965, there apparently was no impervious coverage limitation. Current residential zone regulations provide impervious coverage for all non-residential uses, but this use does not fit into any of the current permitted use categories in the RR zone. This appears to effectively leave the entire site (not just the 3.5 acres in front of us tonight) with no governing impervious coverage requirements for the bus company. Thus, while the site is limited to 20% coverage with actual buildings, there appears to be no limitation to the amount of parkin&rea that could be created. +-c(rG-vl Z`ltio, ar-o& 3. Proposed maximum building height is 22 feet; 30 feet allowed. Front yard setback is nonconforming at 30.3 feet, with 50 feet required. 4. The existing curb cut is very large, about 240 feet in length. A new 65' island will reduce the large curb cut to two somewhat smaller curb cuts. The applicant has calculated parking requirements based on the number of staff, and indicates that 34 spaces are required, 40 provided. We do note that part of the business is on a separate, recently created lot, with a different record owner than the remainder; so the site parking is now located on separate lots. There are no cross-travel easements between the two properties. Staff are concerned that a separate future conveyance of either of the two lots would affect the parking arrangements for the other lot, and suggest that cross-travel easements be put in place at this time. i 5. The applicant submitted a copy of the application to the CT Water Company for their review since the site is in the Kupchunos Wellfield public water supply notification area. I have not seen a response from CWC. 6. This application received IWA/CC approval on April 21, with a bond in the amount of$2,000 to ensure compliance with the erosion and sediment control measures and a bond in the amount of$5,000 to ensure the establishment of the stormwater treatment structure. The bond is to be held for three growing seasons following construction. 7. The site is served by private well and public sewer. Water Pollution Control Authority approval is required. 8. New site lighting consists of two wal-pak full cutoff fixtures to be mounted on the west sides of the buildings. 9. There is some new site landscaping proposed, primarily along the edge of the regulated wetlands area on the east side of the lot. IO.There is a dumpster, which is being relocated onto a concrete pad with screening. If this application is approved, the Planning Dept requests no additional modifications to those already noted. _l 2 DESIGN PROFESSIONALS, INC. civil engineers •planners • surveyors • gis gis.gps.landscape architects May 4,2004 Town of South Windsor RECEIVED 1540 Sullivan Ave. South Windsor,Ct 06074 MAY 0 4 2004 Attn:Ms.Marcia Banach Town Planner SOUTH WINDSOR PLANNING DEPT, Re: Post Road Tours Dear Marcia, We have enclosed 9 sets of revised plans for the above referenced project. The plans have been revised to address comments made by Michele Lipe dated 4/20/04. Previous revisions to the plans were made to address Jeff Folger's and Jeff Doolittle's comments. Our responses to Michele's comments are as follows: 1. The zoning table has been revised to address parking requirements based on employees. 2. We are not proposing any cross travel easements at this time. Both properties in question are owned by members of the family owned business presently,and are utilized by the business.In the event that one of the properties is sold off in the future,it may not be in the interest of the owners to allow cross travel. Please note that both properties have access to the public road,and cross travel easements are not required for either property to operate separately. 3. Proposed landscaping and lighting have been shown on the revised plans. 4. Please feel free to contact me should you have any questions and/or comments. Sincerely, AP� Galen Semprebon,P.E. Director of Engineering Enclosures 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 9 Fax:(860)291-8757 l A. Stormwater Management Plan Post Road Stages (RECEIVED Strong Road South Windsor, Connecticut MAR 2 6 2004 SOUTH WINDSOR PLANNING DEPT. �CONK'°•. • o r 67 ®Z ewpe®I�IIs®\aCf®pP qj,o PV{�G..� 1,a0 Rp'Fit Prepared.by Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 1433 March 17,2004 Table of Contents: Page# Introduction I Background I Proposed Development I Off-Site Analysis I Peak Runoff control I Riparian Buffers I Eiosion/Sedimentation Control Systems I Storm-water Runoff Quality 2 Conveyance System 2 Discharge at the Natural Location 2 Maintenance and Operation 2 Topographic Contour Maps 2 Floodplain Boundaries 3 Drainage Design 3 On-Site Water Quality Measures 4 Conclusions 4 Appendices TR-55 (Existing) A TR-55 (Developed) B Detention Basin Design C Routing through Basin D Water Quality Volume Calculations E Drainage Area Maps Back of Report Introduction: The proposed development is to consist of the construction of one additional building and additional outside bus parking area. Background: The site is presently utilized for the Post Road Stages Bus Co. The site contains a number of structures and associated parking areas. Due to the increase in the sizes of buses, one of the buildings that was previously constructed on site to house buses is to small for the buses. Presently the wash facilities and waste disposal facilities for the buses are located outside. Proposed Development: The proposed development of the site is to consist of the construction in two phases of two adjacent buildings to house buses, and for maintenance of the buses. The first phase will include the construction of a two bay building that will be used for the cleaning(wash-bay) of the buses, and for the waste disposal from the buses. The wash-bay will have a floor drain that will discharge to an oil-water separator. The second phase includes an addition for housing additional buses. The storm-water management system for the site will include the addition of an on-site water quality basin that will also provide stormwater detention. The basin has been sized to not only treat the runoff from the additional pavement on the site, but also much of the existing paved areas on site. Therefore,the proposed development should provide a net benefit in water quality from the site. The proposed water quality/detention basin has been designed to detain the 2-100 year design storms at or below existing discharge rates. The basin will have a high level overflow for flows in excess of the 100-year storm event. The detention basin will outlet to the north into the wetlands on site. The water quality/detention basin has been designed to provide a permanent pool volume within the basin equal to the runoff from the 1.25" storm event. Off-Site Analysis: The design of the proposed on-site storm-water drainage system has been completed with the goal of providing no increase in peak runoff from the site. As such, no negative impacts to off-site facilities are anticipated. Peak Runoff Control: The site development will drain to the proposed detention basin. The basin will provide mitigation of peak storm-water flows. The design of the detention basin is outlined within this report. Riparian Buffers: The site is presently surrounded by land owned by the Collins family. There is a large wetland area on the east side of the site, and additional wetlands to the north of the proposed expansion. As such, the land around the proposed expansion will remain in its natural state providing natural buffers to the proposed expansion. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site plan design. These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Use of the detention basin during construction as a sediment basin. 4. Seeding and mulching disturbed areas as soon as practical during construction. 5. Limiting the areas of disturbance during construction. 6. Sweeping of roadways as needed. 7. Maintenance of the above measures. Stormwater Runoff Quality: The use of the proposed detention basin as a water quality basin will provide effective treatment of the runoff from the site. Conveyance System: The on-site conveyance system consists of overland flow of stormwater runoff to the water quality/detention basin. The water quality/detention basin has been designed to handle the runoff from a 100-year design storm through the outlet, and larger storm events through the emergency overflow weir. Discharge at the Natural Location: The site discharge to the north will be to the existing wetlands area. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water Quality/Detention Basin System. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected annually and cleaned of silt and or debris. The riprap shall be re-shaped and replenished as required. Pavement Sweeping: The parking lots within the existing facility shall be swept at a minimum of twice per year. Once in the spring shortly after the end of the snow season, and once in the fall after the leaves have fallen. Outlet Structure: The detention basin outlet structure shall be inspected twice annually, and all debris and silt shall be removed. The discharge point from the outlet system shall be inspected also, and all silt and debris shall be removed. The riprap at the discharge shall be re-arranged and additional stone added as needed. All silt and debris shall be disposed of at a suitable location. Emergency Spillway: The stone spillway shall be inspected twice yearly. All large woody growth that may affect the flow of water or the stability of the spillway shall be removed. The spillway shall also be inspected after any flow passes through it. The riprap shall be re-arranged and added to as required to maintain the design as per the design plans. Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of 1"=40'. The maps showing the existing and developed conditions are included in the rear of this report. Floodplain Boundaries: There are no floodplain boundaries on the site. Drainage Design: The drainage design of the site has been completed utilizing a number of computer programs and generally accepted design methods. The runoff from the site under existing and developed conditions was developed utilizing the TR-55 computer program. The flood routing and detention basin modeling was completed utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve. Under existing conditions, the area of the site that contains the expansion drains to the east to the existing wetlands. The TR-55 calculations for the existing runoff to the east are contained in appendix A. The summary of the results is as follows: Design Storm Peak Discharge (CFS) 2 year 2 10 year 4 25 year 5 50 year 6 100 year 7 Under developed conditions, the expansion areas will continue to drain to the east to the proposed detention basin The TR-55 analysis for the discharge to the basin is included in appendix B. The summary of the existing, and developed conditions discharges to the detention basin are as follows for the 2-100-year storm event: Design Storm Exist. Peak Discharge (CFS) Developed Peak Discharge (CFS) 2 year 2 4 10 year 4 6 25 year 5 7 50 year 6 8 100 year 7 9 The detention basin has been designed to contain the 2-100 year storm events within the basin, and to discharge at a rate less than or equal to the peak rate of runoff to the east under existing conditions. Storm events up to and including the 100-year storm event will discharge from the basin through a single outlet pipe. Storms in excess of the 100- year storm event would discharge through a riprap weir. The design of the detention basin is included in appendix C. The hydrograph routings of the 2-100 year design storms through the detention basin are included in appendix D. A summary of the existing and post developed drainage discharges from the detention basin are as follows: Storm Event Existing Discharge (CFS) Developed Discharge (CFS) 2 year 2 0.33 10 year 4 1.58 25 year 5 2.28 50 year 6 2.79 100 year 7 3.09 Oh-Site Water Quality Measures: As part of the design of the detention basin, the basin was designed to provide a permanent pool with a volume equal to the runoff from a 1.25" rainfall event. The calculations for the water quality volume are included in appendix E. Conclusions: The on-site stormwater system with the associated water quality and detention basin is expected to mitigate any potential impacts from the development of the site both due to increase of runoff, and water runoff quality. APPENDIX A RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING FLOWS FROM SITE ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 750 - 0 .63 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 0 .78 (98) - - Total Area (by Hydrologic Soil Group) 1.41 -------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 1.41 Acres WEIGHTED CURVE NUMBER: 81* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING FLOWS FROM SITE ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 150 .01 A 0 .037 Shallow Con(!ent'd 120 .01 P 0 .016 Time of Concentration = 0 .05* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 a Res . H Woods, Light P Paved D Cultivated > 20 a Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING FLOWS FROM SITE Data: Drainage Area 1.41 * Acres Runoff Curve Number 81 * Time of Concentration: 0 .05 * Hours Rainfall Type III Pond and Swamp Area NONE --------------------- Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6.9 Ia/P Ratio 0 .15 0 .10 0 .09 0 .08 0 .07 Used 0 .15 0 .10 0 . 10 0 .10 0 .10 Runoff (in) 1 .47 2 .72 3 .43 4 .07 4.71 Unit Peak Discharge 1. 116 1.128 1 .128 1. 128 1.128 (cfs/acre/in) Pond and Swamp Factor 1 . 00 1 .00 1.00 1.00 1.00 0 .0%- Ponds Used Peak Discharge (cfs) 2 4 5 6 7 * - Value (s) provided from TR-55 system routines APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED FLOWS TO BASIN ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 750 - 0 .22 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 1 .19 (98) - - Total Area (by Hydrologic Soil Group) 1 .41 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 1.41 Acres WEIGHTED CURVE NUMBER: 92* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED FLOWS TO BASIN ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 150 .01 A 0 .037 Shallow Coneent'd 120 .01 P 0 .016 Time of Concentration = 0 .05* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 o Res . I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 . 00 Project : POST ROAD STAGES User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED FLOWS TO BASIN Data: Drainage Area 1 .41 * Acres Runoff Curve Number 92 * Time of Concentration: 0 .05 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6.9 Ia/P Ratio 0 .05 0 .04 0 .03 0 .03 0 . 03 Used 0 .10 0 .10 0 .10 0 .10 0 .10 Runoff (in) 2 .35 3 .80 4 .58 5 .27 5 . 96 Unit Peak Discharge 1.128 1 .128 1 . 128 1.128 1.128 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .0% Ponds Used Peak Discharge (cfs) 4 6 7 8 9 ----------------------------------------------------------- ----------------------------------------------------------- * - Value(s) provided from TR-55 system routines APPENDIX C Reservoir Report Page 1 Reservoir No. 1 - WATER QUALITY BASIN Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft) 0.00 70.00 894 0 0 1.00 71.00 1,664 1,279 1,279 2.00 72.00 5,995 3,830 5,109 3.00 73.00 6,660 6,328 11,436 4.00 • 74.00 7,650 7,155 18,591 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 72.00 0.00 0.00 0.00 Weir Type = - - - - Length ft = 55.0 0.0 0.0 0.0 Multistage = No No No No Slope% = 0.50 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage I Storage I Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv,D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 70.00 0.00 - - - - - - - -- 0.00 1.00 1,279 71.00 0.00 - - - - - - - - 0.00 2.00 5,109 72.00 0.00 - - - - - - - - 0.00 3.00 11,436 73.00 2.85 - - - - - - - - 2.85 4.00 18,591 74.00 5.99 - - - -- - - - - 5.99 APPENDIX D Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisoive Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 0.33 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = WATER QUALITY BAS Max. Elevation = 72.25 ft Max. Storage = 6,686 cult Storage Indication method used. Outflow hydrograph volume=5,307 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EAl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.27 1.31 72.13 0.10 ---- --- ----- ---- --- --- --- -- 0.10 12.28 1.26 72.14 0.11 ----- --- ---- ---- ---- ---- --- --- 0.11 12.30 1.20 72.15 0.13 ---- ----- ---- -- ---- --- --- --- 0.13 12.32 1.15 72.16 0.14 - - - - - - - - 0.14 12.33 1.10 72.17 0.15 - - - - - - - - 0.15 12.35 1.04 72.18 0.17 - - - - - - - - 0.17 12.37 0.99 72.19 0.18 ----- ----- ---- ---- --- ----- ---- ---- 0.18 12.38 0.93 72.20 0.19 --- ----- ---- ---- ---- ---- --_ ---- 0.19 12.40 0.88 72.20 0.20 ----- -_ _-- ---- ---- ---- --- --- 0.20 12.42 0.83 72.21 0.22 - - -- - - - - - -- 0.22 12.43 0.77 72.21 0.23 - - - - - - ---- - 0.23 12.45 0.72 72.22 0.25 - - - ----- -- --- - -- 0.25 12.47 0.66 72.22 0.26 -- ---- ---- ---- ---- ---- --- --- 0.26 12.48 0.61 72.23 0.27 --- ---- ---- ---- --- ---- ---- ---- 0.27 12.50 0.55 72.23 0.27 -- -- -- --- --- ---- ---- -- 0.27 12.52 0.50 72.23 0.28 - - - -- - -- - - 0.28 12.53 0.47 72.23 0.29 - - -- - -- - - - 0.29 12.55 0.45 72.24 0.29 - - ---- -- --- ---- - - 0.29 12.57 0.44 72.24 0.29 ---- --- --- ---- --- ---- ---- ---- 0.29 12.58 0.43 72.24 0.30 ----- ---- --- ----- ---- --- ---- ---- 0.30 12.60 0.43 72.24 0.30 - ----- --- ---- --- -- ---- ---- 0.30 12.62 0.42 72.24 0.30 - - - - - - - --- 0.30 12.63 0.42 72.24 0.31 - - ----- - - - -- - 0.31 12.65 0.41 72.24 0.31 - - - ---- - -- --- - 0.31 12.67 0.40 72.24 0.31 --- ---- ----- ---- -- --- --- --- 0.31 12.68 0.40 72.24 0.31 --- -- ---- ---- --- ---- -- -- 0.31 12.70 0.39 72.25 0.32 - -- - --- -- ----- --- - 0.32 12.72 0.39 72.25 0.32 - - ---- - - - - - 0.32 12.73 0.38 72.25 0.32 - - - - ---- - - - 0.32 12.75 0.38 72.25 0.32 - - _- ----- - ----_ - ---- 0.32 12.77 0.37 72.25 0.32 - -- --- - -- ----- --- -- 0.32 12.78 0.36 72.25 0.32 ---- --- -- --- ----- --- -- --- 0.32 12.80 0.36 72.25 0.32 -_ ____ ____ ____ _- ___ _- ___ 0.32 12.82 0.35 72.25 0.32 - - - - - -- - - 0.32 12.83 0.35 72.25 0.33 - - - - - - - - 0.33 12.85 0.34 72.25 0.33 --- - - - - - - - 0.33 12.87 0.34 72.25 0.33 - -- ----- --- -- ----- --- --- 0.33 12.88 0.33 72.25<< 0.33 -- - ---- - ---- ---- ---- --- 0.33 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.90 0.32 72.25<< 0.33 --_ -- --- --- -- --- -- ---- 0.33<< 12.92 0.32 72.25 0.33 ----- ---- ----- ----- ---- ----- -- ---- 0.33 12.93 0.31 72.25 0.33 - ---- -__ - ___ -_ _- -__ 0.33 12.95 0.31 72.25 0.33 - ----- - - - -- - - 0.33 12.97 0.30 72.25 0.32 - - - - - - - - - 0.32 12.98 0.29 72.25 0.32 - - -- - - - _- - 0.32 13.00 0.29 72.25 0.32 ----- -_- ---- -- - ----- ---- ---- 0.32 13.02 0.28 72.25 0.32 --- ---- ----- ----- ---- --- ---- -- 0.32 13.03 0.28 72.25 0.32 --- -- ----- --- -- ---- ---- ---- 0.32 13.05 0.28 72.25 0.32 ---- - - - - - - - 0.32 13.07 0.28 72.25 0.32 - - - - - - - - 0.32 13.08 0.27 72.25 0.32 - -- - -- - - - 0.32 13.10 0.27 72.25 0.32 ---- --- ---- - -- ----- ----- --- 0.32 13.12 0.27 72.25 0.32 ---- ---- ----- ----- ----- ----- ----- --- 0.32 13.13 0.27 72.25 0.31 -_ _-- ____ ___ ____ ___ -_- -_ 0.31 13.15 0.27 72.24 0.31 - - - - - -- - - 0.31 13.17 0.27 72.24 0.31 - - - - - - - 0.31 13.18 0.27 72.24 0.31 ----- - - -- -- --- - - 0.31 13.20 0.26 72.24 0.31 ----- - -- --- ----- -- _--- ---- 0.31 13.22 0.26 72.24 0.31 ---- ---- ---_ --_- ----- ---- ----- -_-- 0.31 13.23 0.26 72.24 0.31 -- -- _- - -- --- --- -- -- 0.31 13.25 0.26 72.24 0.31 ----- - -- -- - - ----- ---- 0.31 13.27 0.26 72.24 0.31 ---- - --- - ----- - - - 0.31 13.28 026 72.24 0.30 ----- --- -- -- - - ----- --_- 0.30 13.30 0.25 72.24 0.30 -- -- ----- -- -_- -- -- ----- 0.30 13.32 0.25 72.24 0.30 --- ---- ---- ----- ----- - --- -- _-- 0.30 13.33 0.25 72.24 0.30 --- --_ _____ _-_ _____ -_ -_ ___ 0.30 13.35 0.25 72.24 0.30 - - - - - - - - 0.30 13.37 0.25 72.24 0.30 - - -- - - - - --- 0.30 13.38 0.25 72.24 0.30 - - - --- _- -- - -- 0.30 13.40 0.25 72.24 0.30 ----- -_- ---- ---_ --- ----- -- ----- 0.30 13.42 0.24 72.24 0.29 ---- ---- ---- ----- -__ ___ _- ___ 0.29 13.43 0.24 72.24 0.29 -- - -- _- -__ - -- ----- 0.29 13.45 0.24 72.24 0.29 - - -- - - - - - 0.29 13.47 0.24 72.24 0.29 - - - - - - - - 0.29 13.48 0.24 72.24 0.29 - - --_-- - - - - - 0.29 13.50 0.24 72.23 0.29 --- ----- ---_ ---- ----- ----- ---_ --- 0.29 13.52 0.24 72.23 0.29 - ----- ---- ---- ---- ---- ---- -- 0.29 13.53 0.23 72.23 0.29 ----- ---- ---- --_ --- _- -- ---- 0.29 13.55 0.23 72.23 0.28 - ----- - - - - ---- - 0.28 13.57 0.23 72.23 0.28 - - - - - ---- - - 0.28 13.58 0.23 72.23 028 - - - ----- ---- - - - 0.28 13.60 0.23 72.23 0.28 --_- -- --- ---- -- -- -- -_-- 0.28 13.62 0.23 72.23 0.28 ---- --- ___ __- ___ ____ _- _- 0.28 13.63 0.22 72.23 0.28 - -- --_- --- _____ ___ -_ _-_- 0.28 13.65 0.22 72.23 0.28 - - - - - - ----- - 0.28 13.67 0.22 72.23 0.27 - --- - -_ - - - - 0.27 13.68 0.22 72.23 0.27 - - _- - - - - -- 0.27 13.70 0.22 72.23 0.27 ---- ---- --_- __-- -_-- __-- _-- ____ 0.27 13.72 0.22 72.23 0.27 -- -_-- -- --_ -_ _- __- _-- 0.27 13.73 0.22 72.23 0.27 --- ---- -_ -__ _____ _____ _- _- 0.27 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) efs ft cfs ds cfs cfs cfs cfs cfs eft ds ds 13.75 0.21 72.23 0.27 -- ---- ---- -- - --- ---- ---- 0.27 13.77 0.21 72.23 0.27 ---- --- ----- ---- ---- ---- --- ---- 0.27 13.78 0.21 72.23 0.27 - --- --- ---- - ---- ----- ----- 0.27 13.80 0.21 72.23 0.26 - - - - - - - - 0.26 13.82 0.21 72.23 0.26 - - - - - - - - 0.26 13.83 0.21 72.22 0.26 - - ---- - -- - - -- 0.26 13.85 0.21 72.22 0.26 - ---- ----- --- --- ----- ---- ---- 0.26 13.87 0.20 72.22 0.26 --- ---- ----- ----- ----- --- --- ----- 0.26 13.88 0.20 72.22 0.26 --- --- ----- ---- --- ---- ----- --- 0.26 13.90 0.20 72.22 0.26 - - - - - - --- - 0.26 13.92 0.20 72.22 0.25 - - -- - - -- - - 0.25 13.93 0.20 72.22 0.25 -- - -- - - -- -- ---- 0.25 13.95 0.20 72.22 0.25 ----- ---- ---- ----- --- ---- ---- ---- 0.25 13.97 0.19 72.22 0.25 ---- -- ----- --- --- ----- --- --- 0.25 13.98 0.19 72.22 0.25 --- --- -- -- ---- ---- -- ----- 0.25 14.00 0.19 72.22 0.25 ---- - ---- - -- --- - - 0.25 14.02 0.19 72.22 0.25 - - - - - --- - - 0.25 14.03 0.19 72.22 0.24 - - - -- - - ----- --- 0.24 14.05 0.19 72.22 0.24 - ---- --- - ----- ---- ---- --- 0.24 14.07 0.19 72.22 0.24 --- -- ---- -__ --- ----- --- ----- 0.24 14.08 0.19 72.22 0.24 ---- -- ---- ---- ---- --- ----- ---- 0.24 14.10 0.19 72.22 0.24 - -- _---- - - - - - 0.24 14.12 0.19 72.22 0.24 - - - ----- - -- - -- 0.24 14.13 0.18 72.22 0.24 ---- - -- - -- --- - - 0.24 14.15 0.18 72.22 0.23 -- - ----- ----- -- _-_ __- -___ 0.23 14.17 0.18 72.21 0.23 ---- --- ----- ---- --- ---- ---- ---- 0.23 14.18 0.18 72.21 0.23 ---- -- -__ _-_ ___ -__ ___ -___ 0.23 14.20 0.18 72.21 0.23 - - -- ----- - -- - - -- 0.23 14.22 0.18 72.21 0.23 - - - - - -- - ---- 0.23 14.23 0.18 72.21 0.23 - - --- - - - - - 0.23 14.25 0.18 72.21 0.23 ---- ---- --- --- ----- -- --- --- 0.23 14.27 0.18 72.21 0.23 -- --- --- -- --- --- --- -- 0.23 14.28 0.18 72.21 0.22 --- --- ---- -- -- ---- ---- --- 0.22 14.30 0.18 72.21 0.22 - - - - - --- ---- - 0.22 14.32 0.18 72.21 0.22 - - - - - - - - 0.22 14.33 0.18 72.21 0.22 - - - -_ _- -- -- - 0.22 14.35 0.17 72.21 0.22 --- --- ---- ---- --- --- ----- ---- 0.22 14.37 0.17 72.21 0.22 --- --- ----- ---- -- ---- ----- -- 0.22 14.38 0.17 72.21 0.22 ---- -- --- - - ---- --- ---- 0.22 14.40 0.17 72.21 0.22 - - - -- - - - -=- 0.22 14.42 0.17 72.21 0.22 - - - - - -- - - 0.22 14.43 0.17 72.21 0.21 - - - --- - -- - -- 0.21 14.45 0.17 72.21 0.21 --- -- ----- -- ---- ---- -- --- 0.21 14.47 0.17 72.21 0.21 -- - ---- ---- ---- ----- _-- --- 0.21 14.48 0.17 72.21 0.21 -- -- -- _- -- --- - --- 0.21 14.50 0.17 72.21 0.21 - - - - - -- - ---- 0.21 14.52 0.17 72.21 0.21 - - - - ---- --- - - 0.21 14.53 0.17 72.21 0.21 - - -- - - - - - 0.21 14.55 0.17 72.20 0.21 -- -- ---- ---- --- --- ----- ----- 0.21 14.57 0.17 72.20 0.21 ---- -- ----- --- --- -- --- --- 0.21 14.58 0.16 72.20 0.21 -- ----- -- ----- - --- -- --- 0.21 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.60 0.16 72.20 0.20 ----- --- ---- -- --- ----- ---- --- 0.20 14.62 0.16 72.20 0.20 ----- --- - ---- ---- ----- ----- ---- ---- 020 14.63 0.16 72.20 0.20 ---- --- -- --- ---- ---- ---- ---- 0.20 14.65 0.16 72.20 0.20 -- ---- - - - ---- - - 0.20 14.67 0.16 72.20 020 - - - - - - - - 0.20 14.68 0.46 72.20 0.20 - - --- ----- - ---- - - 0.20 14.70 0.16 72.20 0.20 ---- -- ---- ---- --- ----- ---- ---- 020 14.72 0.16 72.20 0.20 --- --- ---- ---- ---- ---- ----- ----- 0.20 14.73 0.16 72.20 0.20 -- --- ---- ---- -- ---- ---- ---- 0.20 14.75 0.16 72.20 0.20 - - - -- - - - - 0.20 14.77 0.16 72.20 0.19 - - - - - - -- -- 0.19 14.78 0.16 72.20 0.19 - - ---- ----- - -- - 0.19 14.80 0.16 72.20 0.19 ---- -- ---- --- ---- ---- ---- --- 0.19 14.82 0.15 72.20 0.19 ---- -- ---- ----- ---- --- -- ----- 0.19 14.83 0.15 72.20 0.19 ---- --- ----- ---- -- --- --- --- 0.19 14.85 0.15 72.20 0.19 - - -- -- - - - - 0.19 14.87 0.15 72.20 0.19 - - - -- - ---- - - 0.19 14.88 0.15 72.20 0.19 - - - --- - -- - -- 0.19 14.90 0.15 72.20 0.19 ---- ---- ----- --- ---- ----- ---- ----- 0.19 14.92 0.15 72.20 0.19 ---- _--- ---- ----- ----- ----- ---- ---- 0.19 14.93 0.15 72.20 0.19 --- ---- --- --- --- ---- ---- --- 0.19 14.95 0.15 72.20 0.19 - --- -- - ---- - -- - 0.19 14.97 0.15 72.20 0.19 - -- - -- ---- - --- - 0.19 14.98 0.15 72.20 0.19 - ---- ---_ - - _- ----- -- 0.19 15.00 0.15 72.19 0.19 - ---- _____ ___ ____ -- ---- 0.19 15.02 0.15 72.19 0.19 ---- ---- ---- ---- ----- ---- ---- --- 0.19 15.03 0.15 72.19 0.19 ---- _- ___ _____ _____ ____ -_ -- 0.19 15.05 0.14 72.19 0.19 - - -- - - - - - 0.19 15.07 0.14 72.19 0.18 - - -- - - - - - 0.18 15.08 0.14 72.19 0.18 -- - --- - -- - - -- 0.18 15.10 0.14 72.19 0.18 --- ---- ---- -- ----- ---- ---- --- 0.18 15.12 0.14 72.19 0.18 --- ---- ---- -- ---- --- ---- ---- 0.18 15.13 0.14 72.19 0.18 - -- -- --- ---- -- --- --- 0.18 15.15 0.14 72.19 0.18 - ---- --- - - - ----- - 0.18 15.17 0.14 72.19 0.18 ---- ---- - -- - -- - -- 0.18 15.18 0.14 72.19 0.18 - -- - -- -- -- - -- 0.18 15.20 0.14 72.19 0.18 --- ---- ----- ----- --- ----- ---- ---- 0.18 15.22 0.14 72.19 0.18 ----- --- ----- ----- ---- ---- ----- ----- 0.18 15.23 0.14 72.19 0.18 --- -- -- ---- -- ---- ----- ----- 0.18 15.25 0.14 72.19 0.18 - - - - - -- - - 0.18 15.27 0.13 72.19 0.18 - - -- -- - - - - 0.18 15.28 0.13 72.19 0.18 - - -- _- - ----- - - 0.18 15.30 0.13 72.19 0.18 ---- ---- ----- ----- ---- --- -- ---- 0.18 15.32 0.13 72.19 0.18 --- --- ---- ---- ----- --- -- ---- 0.18 15.33 0.13 72.19 0.18 -- --- - ---- - -- ---- ----- 0.18 15.35 0.13 72.19 0.18 - - - -- - - ---- -- 0.18 15.37 0.13 72.19 0.17 - - -- - - --- - ----- 0.17 15.38 0.13 72.19 0.17 0.17 15.40 0.13 72.19 0.17 - --- --- -- --- ----- ---- -- 0.17 15.42 0.13 72.18 0.17 -- --- ----- ----- -- ----- ---- -- 0.17 15.43 0.13 72.18 0.17 -- _- -- - --- -- ----- --- 0.17 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.45 0.13 72.18 0.17 --- -- -- ----- -- ---- -- --- 0.17 15.47 0.13 72.18 0.17 --- ---- ---- ----- ---- ----- --- --- 0.17 15.48 0.13 72.18 0.17 -- ---- --- --- -- - -_ --- --- 0.17 15.50 0.12 72.18 0.17 - - - - - - - - 0.17 15.52 0.12 72.18 0.17 - ---- - - --- - ----- - 0.17 15.53 0.42 72.18 0.17 - -- - --- --- - - - 0.17 15.55 0.12 72.18 0.17 ----- ---- -- ----- ----- ----- ----- ---- 0.17 15.57 0.12 72.18 0.17 ---- ---- ---- ----- --_ -_- -- ----- 0.17 15.58 0.12 72.18 0.17 ---- --- -- --- -- --- -- --- 0.17 15.60 0.12 72.18 0.17 - - - - - -- - - 0.17 15.62 0.12 72.18 0.17 - - - - - - - - 0.17 15.63 0.12 72.18 0.16 - - -- - - -- --- - 0.16 15.65 0.12 72.18 0.16 -- ----- ----- -- -- ----- --- -- 0.16 15.67 0.12 72.18 0.16 ----- --- ----- ---- ----- ----- ---- ----- 0.16 15.68 0.12 72.18 0.16 ----- -- --- ----- -- ---- ---- ----- 0.16 15.70 0.12 72.18 0.16 ---- - --- - - --- - ---- 0.16 15.72 0.12 72.18 0.16 - - - - - - - - 0.16 15.73 0.11 72.18 0.16 - -- - -- - - - ----- 0.16 15.75 0.11 72.18 0.16 -- ---- - - --- -- --- --- 0.16 15.77 0.11 72.18 0.16 --- --- ---- ----- ----- ---- --- ----- 0.16 15.78 0.11 72.18 0.16 ---- ____ _____ ___ _ ___ -- -__ -__ 0.16 15.80 0.11 72.17 0.16 -- - -- --- - - - - 0.16 15.82 0.11 72.17 0.16 -- - - -- - -- - - 0.16 15.83 0.11 72.17 0.16 - - - - -- - -- - 0.16 15.85 0.11 72.17 0.16 -- --- ----- ---- --- ---- -=- -- 0.16 15.87 0.11 72.17 0.16 ----- ---- ---- --- ----- ----- ----- --- 0.16 15.88 0.11 72.17 0.16 --- ---- --- ---- ----- --- --- ----- 0.16 15.90 0.11 72.17 0.15 - - - - - - - -- 0.15 15.92 0.11 72.17 0.15 - - -- - - - - - 0.15 15.93 0.11 72.17 0.15 -- - - - - - ---- -- 0.15 15.95 0.10 72.17 0.15 --- -- ---- ----- ---- --- ---- ---- 0.15 15.97 0.10 72.17 0.15 ----- ---- ---- ---- ---- --- ----- ----- 0.15 15.98 0.10 72.17 0.15 ---- ---- -_--- ---- ----- -- ---- ----- 0.15 16.00 0.10 72.17 0.15 - - - - - -- -- - 0.15 16.02 0.10 72.17 0.15 - -- - - --- --- - -- 0.15 16.03 0.10 72.17 0.15 - - - --- - - -- --- 0.15 16.05 0.10 72.17 0.15 --- ----- -- ----- ----- ----- ---- ----- 0.15 16.07 0.10 72.17 0.15 --- --- _-__ ___ __- _-- ----- __-- 0.15 16.08 0.10 72.17 0.15 -- -- ---- ---- ---- ----- -- ----- 0.15 16.10 0.10 72.17 0.15 - - ---- - -- - -- -=- 0.15 16.12 0.10 72.17 0.15 - - ---- - - - - - 0.15 16.13 0.10 72.17 0.15 - - - - -- -- - - 0.15 16.15 0.10 72.17 0.15 ---- --- ---- -- ---- --- --- ---- 0.15 16.17 0.10 72.16 0.14 ---- ---- --- ----- ---- ---- -- ---- 0.14 16.18 0.10 72.16 0.14 -- ----- ----- -- -- -- ---- --- 0.14 16.20 0.10 72.16 0.14 - - - ---- - - - -- 0.14 16.22 0.10 72.16 0.14 - - - --- - - - --- 0.14 16.23 0.10 72.16 0.14 - - ---- -- - -- - - 0.14 16.25 0.10 72.16 0.14 -- ---- --- --_ ____ - _- ____ 0.14 16.27 0.10 72.16 0.14 -- -- ---- ---- ----- ----- --- ---- 0.14 16.28 0.10 72.16 0.14 - --- - -- -- - --- ---- 0.14 Continues on next page.._ Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs ds cfs cfs cfs 16.30 0.10 72.16 0.14 ----- --- -- ----- --- ----- --- ----- 0.14 16.32 0.10 72.16 0.14 --- --- ----- --- --- --- --- ---- 0.14 16.33 0.10 72.16 0.14 --- --- - ----- --- --- ----- ----- 0.14 16.35 0.10 72.16 0.14 - - - - - - - 0.14 16.37 0.09 72.16 0.14 - ---- - -- - - - - 0.14 16.38 0.09 72.16 0.14 - - - -- - - --- - 0.14 16.40 0.09 72.16 0.14 ---- ----- ---- ----- ----- ----- ----- ----- 0.14 16.42 0.09 72.16 0.14 -- -- ----- ---- --- ----- --- ---- 0.14 16.43 0.09 72.16 0.14 -- ---- --_ ____ __- ___ -_ ___ 0.14 16.45 0.09 72.16 0.13 - - - - - -- - ----- 0.13 16.47 0.09 72.16 0.13 --- - - - - -- - - 0.13 16.48 0.09 72.16 0.13 - ---- - - - - - -- 0.13 16.50 0.09 72.16 0.13 ---- ----- ___ ____ ____ ----- ____ ____ 0.13 16.52 0.09 72.16 0.13 ----- ---- ----- ----- ----- ----- ----- --- 0.13 16.53 0.09 72.16 0.13 ----- --- --- ----- --- -- ---- -- 0.13 16.55 0.09 72.16 0.13 --- --- - -- - --- -- - 0.13 16.57 0.09 72.16 0.13 - - - - - -- - - 0.13 16.58 0.09 72.15 0.13 - - - - - --- -- -- 0.13 16.60 0.09 72.15 0.13 ----- ----- --- --- ----- ---- ---- ----- 0.13 16.62 0.09 72.15 0.13 --- ---- --- ----- ---- ----- ---- ----- 0.13 16.63 0.09 72.15 0.13 ---- ---- ---- --- --- ---- ----- ---- 0.13 16.65 0.09 72.15 0.13 -- - - ----- - - -- - 0.13 16.67 0.09 72.15 0.13 - - - - - - - - 0.13 16.68 0.09 72.15 0.13 - ----- -- --- -- - --- -- 0.13 16.70 0.09 72.15 0.13 _--- -- ---- -- -- ---- ----- ---- 0.13 16.72 0.09 72.15 0.13 ---- ---- --- ---- ---- ---- ---- --- 0.13 16.73 0.09 72.15 0.13 ---- _- ___ ___ ____ ___ __- ____ 0.13 16.75 0.09 72.15 0.13 - - -- - - -- - - 0.13 16.77 0.09 72.15 0.12 - - - -- - - - - 0.12 16.78 0.09 72.15 0.12 0.12 16.80 0.09 72.15 0.12 ----- --- ---- --- --- ----- --- ---- 0.12 16.82 0.09 72.15 0.12 -- __-- - ---- ---- --- ---- ---- 0.12 16.83 0.09 72.15 0.12 --- --- -- ----- --- --- ---- ---- 0.12 16.85 0.09 72.15 0.12 - - - --- - - - - 0.12 16.87 0.09 72.15 0.12 -- - - - - - ---- --- 0.12 16.88 0.08 72.15 0.12 -- -- -- - - - -- - 0.12 16.90 0.08 72.15 0.12 ---- ----- ---- --- --- ----- --- --- 0.12 16.92 0.08 72.15 0.12 --- --- ---- --- -- ---- --- --- 0.12 16.93 0.08 72.15 0.12 --- - -- ---- ----- ----- --- ---- 0.12 16.95 0.08 72.15 0.12 - - - - - - - -=- 0.12 16.97 0.08 72.15 0.12 - -- - - - - - - 0.12 16.98 0.08 72.15 0.12 ---- -- ----- -- -- -- - _--- 0.12 17.00 0.08 72.15 0.12 --- ---- ----- --- -- ----- --- ---- 0.12 17.02 0.08 72.15 0.12 --- --- - --- --- --- -- ---- 0.12 17.03 0.08 72.15 0.12 --_ - --- --- ---- --- -- --- 0.12 17.05 0.08 72.14 0.12 - - - - - - - - 0.12 17.07 0.08 72.14 0.12 - - - --- - - - - 0.12 17.08 0.08 72.14 0.12 - - - -- ----- --- - -=- 0.12 17.10 0.08 72.14 0.12 -- ----- --- ----- - -- --- ---- 0.12 17.12 0.08 72.14 0.11 ---- ---_- ----- ---- --- -_- -- ---- 0.11 17.13 0.08 72.14 0.11 ----- ----- - - --- - -- ---- 0.11 Continues on next page... Page 7 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.15 0.08 72.14 0.11 - - - - - - - - 0.11 17.17 0.08 72.14 0.11 - - - - - - -- - 0.11 17.18 0.08 72.14 0.11 - - - - - - -- - 0.11 17.20 0.08 72.14 0.11 ---- --- --- ---- ----- --- -- ---- 0.11 17.22 0.08 72.14 0.11 --- -- --- ---- --- --- --- ----- 0.11 17.23 0.08 72.14 0.11 -- -- ---- ---- _- -- --- ---- 0.11 17.25 0.08 72.14 0.11 - - - - - - - - 0.11 17.27 0.08 72.14 0.11 - - -- - - - - -- 0.11 17.28 0.08 72.14 0.11 - -- - - - - -- --- 0.11 17.30 0.08 72.14 0.11 - --- ---- ----- ---- ---- ----- ----- ---- 0.11 17.32 0.08 72.14 0.11 ---- ---- -- ----- ---- --- --- ---- 0.11 17.33 0.08 72.14 0.11 ---- --- --- ----- --- -- -- - - 0.11 17.35 0.08 72.14 0.11 - - -- - --- -- ----- - 0.11 17.37 0.08 72.14 0.11 - - - - -- --- - - 0.11 17.38 0.08 72.14 0.11 --- -- - --- - - -- -- 0.11 17.40 0.07 72.14 0.11 ----- -- --- ---- ----- ----- ---- ----- 0.11 17.42 0.07 72.14 0.11 ---- --- --- --- ---- ---- --- --- 0.11 17.43 0.07 72.14 0.11 ----- - --- ---- ---- ---- --- ---- 0.11 17.45 0.07 72.14 0.11 -- - - ---- ---- -- - --- 0.11 17.47 0.07 72.14 0.11 - - --- - - - --- - 0.11 17.48 0.07 72.14 0.10 - ---- -- - ----- ---- -- - 0.10 17.50 0.07 72.14 0.10 ---- --- ----- ---- ---- --- ----- ---- 0.10 17.52 0.07 72.14 0.10 ---- ---- ---- ---- -- ----- ---- ----- 0.10 17.53 0.07 72.14 0.10 --- - - --- -- --- - ---- 0.10 17.55 0.07 72.14 0.10 - - - - ----- -- - - 0.10 17.57 0.07 72.14 0.10 - - - - - - - - 0.10 17.58 0.07 72.13 0.10 - -- ----- --- -- -- -- - 0.10 17.60 0.07 72.13 0.10 ---- ----- ----- ---- -_- --- ----- ---- 0.10 17.62 0.07 72.13 0.10 --- ---- ___ -_ _____ ___- --- ----- 0.10 17.63 0.07 72.13 0.10 --- ----- -- ---- --- ---- -- --- 0.10 17.65 0.07 72.13 0.10 - -- - -- -- ----- -- - 0.10 17.67 0.07 72.13 0.10 - - - - - - - - 0.10 17.68 0.07 72.13 0.10 -- - - ----- - - - - 0.10 17.70 0.07 72.13 0.10 ---- --- ---- ----- ----- ---- ---- ---- 0.10_ 17.72 0.07 72.13 0.10 ---- --- - ---- ---- ---- ---- --- 0.10 17.73 0.07 72.13 0.10 -- ----- --- --- ----- --- -- ---- 0.10 17.75 0.07 72.13 0.10 - - - - - - -- --- 0.10 17.77 0.07 72.13 0.10 - - - - - - - - 0.10 17.78 0.07 72.13 0.10 ----- -- ----- - -- -- -- ---- 0.10 17.80 0.07 72.13 0.10 ----- ----- ---- ---- ----- --- ---- --- 0.10 17.82 0.07 72.13 0.10 -- - -- --- ----- --- ---- --- 0.10 17.83 0.07 72.13 0.10 - ---- --- --- --- - --- ---- 0.10 17.85 0.07 72.13 0.10 ---- - - - ---- --- - - 0.10 17.87 0.07 72.13 0.10 - - - - - - - - 0.10 17.88 0.07 72.13 0.10 - - - - - - - - 0.10 17.90 0.07 72.13 0.09 -- ----- __- -- _- -- _-_ _- 0.09 17.92 0.06 72.13 0.09 --- -- -- --- ---- ----- ----- ----- 0.09 17.93 0.06 72.13 0.09 --- -- -- -- ----- --- - --- 0.09 17.95 0.06 72.13 0.09 - - - - - - ----- - 0.09 17.97 0.06 72.13 0.09 - - - - - - - - 0.09 17.98 0.06 72.13 0.09 - - ---- - - - - - 0.09 Continues on next page... Page 8 Hydrograph Discharge Table Time inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Eli Outflow (hrs) cfs ft cis cis cfs cfs cfs cfs cfs cfs cfs cfs 18.00 0.06 72.13 0.09 ----- --- --- -- ----- ---- --- ----- 0.09 18.02 0.06 72.13 0.09 ----- --- ----- --- ---- ---- -- -- 0.09 18.03 0.06 72.13 0.09 ---- -- ---- ---- ---- ---- --- ---- 0.09 18.05 0.06 72.13 0.09 - - - - - - - - 0.09 18.07 0.06 72.13 0.09 ---- - - - - - - - 0.09 18.08 0.06 72.13 0.09 -- - - _- - - - --- 0.09 18.10 0.06 72.13 0.09 --- ----- ---- --- - ----- ----- ---- ----- 0.09 18.12 0.06 72.13 0.09 ----- ----- ----- -- ----- ---- ----- ---- 0.09 18.13 0.06 72.13 0.09 --- ----- --- --- ----- - ---- ----- 0.09 18.15 0.06 72.13 0.09 - - - - -- - -_-- - 0.09 18.17 0.06 72.13 0.09 - - - - - - - -- 0.09 18.18 0.06 72.12 0.09 - - --- -- --- - ----- -- 0.09 18.20 0.06 72.12 0.09 ---- ----- ----- --- ---- ---- --- ----- 0.09 18.22 0.06 72.12 0.09 ---- ---- ----- - ---- --- ---- -- 0.09 18.23 0.06 72.12 0.09 -- ---- ---- ---- ---- --- -- ---- 0.09 18.25 0.06 72.12 0.09 - - - - _- - - - 0.09 18.27 0.06 72.12 0.09 - - - ---- - ----- - --- 0.09 18.28 0.06 72.12 0.09 - -- --- ----- --- --- ---- -- 0.09 18.30 0.06 72.12 0.09 ---- ----- --- ---- --- ----- --- ----- 0.09 18.32 0.06 72.12 0.09 ---- ----- ---- ---- ----- ----- --- --- 0.09 18.33 0.06 72.12 0.09 -- ---- ---- --- ---- ----- --- ---- 0.09 18.35 0.06 72.12 0.08 - -- - --- -- - - ----- 0.08 18.37 0.06 72.12 0.08 - - - - ---- - -- - 0.08 18.38 0.06 72.12 0.08 - - - -- -- -- -- --- 0.08 18.40 0.06 72.12 0.08 --- ----- ----- ---- ----- --- ----- ---- 0.08 18.42 0.06 72.12 0.08 ----- ---- ----- ----- --- -- ----- ---- 0.08 18.43 0.06 72.12 0.08 --- --- -- - ---- ---- --- -- 0.08 18.45 0.06 72.12 0.08 - - -- -- ---- - --- --- 0.08 18.47 0.06 72.12 0.08 - - - - - - -- - 0.08 18.48 0.06 72.12 0.08 - - --- -- - --- - -- 0.08 18.50 0.06 72.12 0.08 - --_ ---- ---- --- -- --- ----- 0.08 18.52 0.06 72.12 0.08 ---- ----- --- --- ----- -- ----- --- 0.08 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.58 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = WATER QUALITY BAS Max. Elevation = 72.63 ft Max. Storage = 9,068 cult Storage Indication method used. Outflow hydrograph volume=11,919 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D E>fiI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.02 6.02 72.28 0.41 --- ---- ---- -- ---- ---- ----- --- 0.41 12.03 6.19<< 72.33 0.56 ---- ----- ----- ----- --_- ---- ---- ---- 0.56 12.05 5.90 72.39 0.71 -- ----- ---- -- ----- ---- ---- ---- 0.71 12.07 5.31 72.43 0.86 --- - -- - - - ---- - 0.86 12.08 4.63 72.47 1.00 - -- --- - - - - - 1.00 12.10 3.95 72.50 1.11 - -- ----- -- -- - - - 1.11 12.12 3.32 72.52 1.20 ---- ---- ---- ----- ---- ----- ----- ---- 1.20 12.13 2.87 72.54 1.26 ----- ---- ---- ----- - ---- ---- --- 1.26 12.15 2.63 72.56 1.31 --- --- --- ---- -- ----- -- ---- 1.31 12.17 2.51 72.57 1.35 ----- - - - ---- -- - - 1.35 12.18 2.43 72.58 1.38 --- - -- -- -- -_ - ----- - 1.38 12.20 2.35 72.59 1.42 - ----- _____ _____ _- _____ ___ - 1.42 12.22 2.26 72.60 1.45 ---- ---- --- - ----- ----- --- ----- 1.45 12.23 2.18 72.60 1.47 ---- ---- --- ---- ---- ---- ---- --- 1.47 12.25 2.10 72.61 1.50 -- ---- ----- -- --- ---- - - 1.50 12.27 2.02 72.61 1.53 - - - - - - - - 1.53 12.28 1.94 72.62 1.54 - - - -_ - -- - - 1.54 12.30 1.85 72.62 1.56 - -- - -- - --- - -- 1.56 12.32 1.77 72.62 1.57 --- ----- -- ----- ---- ----- ----- --- 1.57 12.33 1.69 72.63 1.58 --- --- -- ---- ----- ---- ---- -- 1.58 12.35 1.60 72.63<< 1.58 --- ----- -- ----- ---- ---- ---- -- 1.58<< 12.37 1.52 72.63 1.58 - -- - -- - - - - 1.58 12.38 1.44 72.62 1.57 - - - - ----- - - - 1.57 12.40 1.35 72.62 1.57 - - - - - -- - - 1.57 12.42 1.27 72.62 1.56 ---- ----- --- --- ----- ---- ----- ---- 1.56 12.43 1.18 72.62 1.54 --- ----- -- ----- ----- ----- -- ---- 1.54 12.45 1.10 72.61 1.53 --- -- ---- ---- -- ---- --- -- 1.53 12.47 1.01 72.61 1.51 - - - - ---- - - - 1.51 12.48 0.93 72.60 1.48 - ----- - - - - - -- 1.48 12.50 0.85 72.60 1.46 - ---- ---- -- - - - -- 1.46 12.52 0.77 72.59 1.44 - ---- ---- --- ----- ----- -- --- 1.44 12.53 0.71 72.59 1.42 --- ---- ---- ----- --_ -- -- ---- 1.42 12.55 0.68 72.58 1.39 - ---- ----- -- - - ---- --- 1.39 12.57 0.67 72.57 1.37 - - - - - - - - 1.37 12.58 0.66 72.57 1.35 - ----- - - - ----- - - 1.35 12.60 0.65 72.56 1.32 - - - - -- - -- - 1.32 12.62 0.64 72.55 1.30 ---- --_ ___ ____ ____ ____ -__ _- 1.30 12.63 0.64 72.55 1.28 ---- -- -- --- -- --- -- -- 1.28 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.65 0.63 72.54 1.26 ----- ----- --_ -- ---- ---- ---- ----- 1.26 12.67 0.62 72.54 1.24 ----- ---- --- ---- ---- ---- - ---- 1.24 12.68 0.61 72.53 1.22 --- ---- --- -- ---- -- --- ---- 1.22 12.70 0.60 72.52 1.20 - - - - - -- - - 1.20 12.72 0.59 72.52 1.18 - - -- - - ---- - - 1.18 12.73 0.98 72.51 1.16 - - -- - - - -- - 1.16 12.75 0.57 72.51 1.14 ---- --_- ---- ----- ---- ----- ----- ---- 1.14 12.77 0.57 72.50 1.12 ----- ---- ----- ----- ---- ----- ---- --- 1.12 12.78 0.56 72.50 1.10 --- --- --- --- ---- - ----- ----- 1.10 12.80 0.55 72.49 1.08 - - -- - - - - - 1.08 12.82 0.54 72.49 1.07 - - - -- - - - - 1.07 12.83 0.53 72.48 1.05 --_ - - ---- - - - 1.05 12.85 0.52 72.48 1.03 ---- ----- ----- ---- ---- --- ---- --- 1.03 12.87 0.51 72.47 1.01 ---- ----- ----- ---- ----- ---- ---- ---- 1.01 12.88 0.50 72.47 1.00 --- --- --- ---- -- --- ---- --- 1.00 12.90 0.49 72.46 0.98 - - ---- - - - - - 0.98 12.92 0.49 72.46 0.96 - - - ---- - -- - -- 0.96 12.93 0.48 72.45 0.95 - - ---- ----- ---- -- ---- ---- 0.95 12.95 0.47 72.45 0.93 -- ---- ---- --- ---- ----- ----- --- 0.93 12.97 0.46 72.45 0.91 ---- ----- - -- -- ----- ---- ---- ---- 0.91 12.98 0.45 72.44 0.90 ----- ---- --- --- ----- ---- ---- ---- 0.90 13.00 0.44 72.44 0.88 - - -_ ----- - - - - 0.88 13.02 0.43 72.43 0.87 - - - ---- - - -- - 0.87 13.03 0.43 72.43 0.85 - - --- ----- --- --- -- ----- 0.85 13.05 0.42 72.42 0.84 -- -_ ----- ----- ----- ---- ----- ----- 0.84 13.07 0.42 72.42 0.83 --- ----- --- ---- ---- ----- -- --- 0.83 13.08 0.42 72.42 0.81 -- ---- ---- --- --- ----- ----- ----- 0.81 13.10 0.42 72.41 0.80 - - - - - - - - 0.80 13.12 0.41 72.41 0.79 - - - - - - - - 0.79 13.13 0.41 72.41 0.77 --- - ---- --- - -- - -- 0.77 13.15 0.41 72.40 0.76 ----- ---- ---- --- ---- ----- ---- -- 0.76 13.17 0.41 72.40 0.75 --- --- ---- --- ----- ---- ----- ----- 0.75 13.18 0.40 72.40 0.74 ----- - ----- ----- --- ---- --- ----- 0.74 13.20 0.40 72.39 0.73 - - ----- --- - - -- 0.73 13.22 0.40 72.39 0.72 - - - - - - - --- 0.72 13.23 0.40 72.39 0.71 0.71 13.25 0.40 72.38 0.70 ---- ----- ---- ---- ----- ---- ---- ---- 0.70 13.27 0.39 72.38 0.70 ----- ---- ----- -- ----- ----- --- --- 0.70 13.28 0.39 72.38 0.69 --- ___ ____ _- ____ _-_ - -__ 0.69 13.30 0.39 72.38 0.68 - - - - - - - - 0.68 13.32 0.39 72.37 0.67 - - - - - - - - 0.67 13.33 0.38 72.37 0.66 - - - --- -- -- ---- - 0.66 13.35 0.38 72.37 0.66 -- -- ---- --- ----- ---- ---- ---- 0.66 13.37 0.38 72.36 0.65 -_- --- ----- ---- ---- --- ---- ----- 0.65 13.38 0.38 72.36 0.64 --- -- ---- --- ----- --- --- --- 0.64 13.40 0.37 72.36 0.63 - - ---- - - - - ----- 0.63 13.42 0.37 72.36 0.63 - - - - ----- - - - 0.63 13.43 0.37 72.35 0.62 ----- -- - - ----- - ----- -- 0.62 13.45 0.37 72.35 0.61 -- -- ----- ---- ---- ----- --- ---- 0.61 13.47 0.37 72.35 0.61 --_-- ---- -- ---- ---- --- ---- ---- 0.61 13.48 0.36 72.35 0.60 - - - --- -- -- -- --- 0.60 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs cfs as cfs as cfs cfs cfs cfs cfs 13.50 0.36 72.35 0.59 ----- ----- ---- --- ----- ----- --- ---- 0.59 13.52 0.36 72.34 0.59 -- --- --- ---- ----- ----- ---- ---- 0.59 13.53 0.36 72.34 0.58 -__ ___ -__ ___ -__ --_ -_- ----- 0.58 13.55 0.35 72.34 0.58 - - - - - - - -- 0.58 13.57 0.35 72.34 0.57 - - - - - - -- - 0.57 13.58 0.35 72.34 0.56 -- --- - - - - -- -- 0.56 13.60 0.35 72.33 0.56 ----- --- ---- ---- ----- ---- ---- ---- 0.56 13.62 0.34 72.33 0.55 --- --- ---- --- ----- ----- ---- ----- 0.55 13.63 0.34 72.33 0.55 --- --- --- --- ---- ----- ----- ---- 0.55 13.65 0.34 72.33 0.54 - - -- - - -- -- ---- 0.54 13.67 0.34 72.33 0.54 ----- - ----- - - - - - 0.54 13.68 0.34 72.32 0.53 ----- -- - ---- -- - ----- -- 0.53 13.70 0.33 72.32 0.52 ---- -- -- --- --- ---- ----- ----- 0.52 13.72 0.33 72.32 0.52 ----- ---- ---- --- ---- ---- -- ---- 0.52 13.73 0.33 72.32 0.51 --- -- --- --- ----- ---- ----- --- 0.51 13.75 0.33 72.32 0.51 - --- - - -- --- - - 0.51 13.77 0.32 72.31 0.50 - - - -- -- -- -- --- 0.50 13.78 0.32 72.31 0.50 -- -- ----- ---- -- ---- - --_ 0.50 13.80 0.32 72.31 0.49 ----- --- ----- ---- ---- ----- ----- ----- 0.49 13.82 0.32 72.31 0.49 ---- ----- ---- -- ----- -- --- ---- 0.49 13.83 0.31 72.31 0.48 ---- -- --- ---- ---- ----- ---- ---- 0.48 13.85 0.31 72.31 0.48 - - -- --- -- -- ----- --- 0.48 13.87 0.31 72.30 0.48 -- - - --- -- -- - -- 0.48 13.88 0.31 72.30 0.47 - -- -- --- -_- _-__ -_ __- 0.47 13.90 0.31 72.30 0.47 --- --- ----- --- ----- --- -- ----- 0.47 13.92 0.30 72.30 0.46 ---- -- ---- ---- --- ----- ---- ----- 0.46 13.93 0.30 72.30 0.46 -- --- --- ----- --- --- --- --- 0.46 13.95 0.30 72.30 0.45 - - -- - - - - ---- 0.45 13.97 0.30 72.30 0.45 - - - - - - -- - 0.45 13.98 0.29 72.29 0.45 - -_ -- - --- --- - -- 0.45 14.00 0.29 72.29 0.44 ---- ----- ---- ---- ---- ----- ---- ----- 0.44 14.02 0.29 72.29 0.44 --- ---- ----- ---- ---- ---- ---- --- 0.44 14.03 0.29 72.29 0.43 --- ---- -- ----- ---- ---- --- ----- 0.43 14.05 0.29 72.29 0.43 - -- --- - - - - - 0.43 14.07 0.28 72.29 0.43 - -- -_ - - -- - - 0.43 14.08 0.28 72.29 0.42 - -- -- -- - - -- -- 0.42 14.10 0.28 72.28 0.42 ---- --- --- ----- ---- ----- ---- ----- 0.42 14.12 0.28 72.28 0.42 --- ---- -- ---- ---- ----- ---- --- 0.42 14.13 0.28 72.28 0.41 - --- ---- - -- ---- ---- --- 0.41 14.15 0.28 72.28 0.41 - - - - -- - ---- - 0.41 14.17 0.28 72.28 0.41 - ---- - - - - ----- - 0.41 14.18 0.28 72.28 0.40 - - -- -- - -_ - - 0.40 14.20 0.28 72.28 0.40 --- --- --- ---- -- --- ----- --- 0.40 14.22 0.27 72.28 0.40 -- ----- --- -- ---- --- -- ---- 0.40 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 2.28 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = WATER QUALITY BAS Max. Elevation = 72.81 ft Max. Storage = 10,249 cuft Storage Indication method used. Outflow hydrograph volume=15,514 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs as cfs cfs cfs cfs cfs cfs cfs 11.97 4.85 72.36 0.62 ---- --- - -- ---- -- - ---- 0.62 11.98 5.67 72.40 0.75 --- ----- ----- --- ---- --- ----- ----- 0.75 12.00 6.50 72.45 0.93 ---- ---- --- ---- --- --- ---- ---- 0.93 12.02 7.18 72.50 1.12 -- -- - - - ---- -_ - 1.12 12.03 7.38<< 72.56 1.33 --- - - - --- - - -- -- 1.33 12.05 7.03 72.62 1.53 - - - -- - --- ----- ----- 1.53 12.07 6.33 72.66 1.75 -- ----- --- --- __- ----- ----- --- 1.75 12.08 5.51 72.70 1.92 ----- ----- ---- ---- --- --- ----- ----- 1.92 12.10 4.70 72.73 2.02 --- ----- -- ----- ---- -- ---- -- 2.02 12.12 3.95 72.75 2.09 - -- - - - - -- - 2.09 12.13 3.41 72.77 2.14 - ----- - - -- _- -- - 2.14 12.15 3.12 72.78 2.17 -- ----- - - _- -- - - 2.17 12.17 2.98 72.79 2.20 ----- ---- --- ---- ----- ----- ---- ---- 2.20 12.18 2.88 72.79 2.22 ---- --- ---- --- ---- --- ---- -_- 2.22 12.20 2.78 72.80 2.24 --- --- -- ----- ---- ----- --- ---- 2.24 12.22 2.69 72.80 2.26 - --- - -- - - - - 2.26 12.23 2.59 72.81 2.27 - - -_--- - --_-- --- - --- 2.27 12.25 2.49 72.81 2.28 -- -- -- - -- - - --- 2.28 12.27 2.39 72.81 2.28 --- ----- --- --- --- ----- --- ----- 2.28 12.28 2.30 72.81 << 2.28 --- ---- ----- ---- ---- --- -__ ----- 2.28 12.30 2.20 72.81 2.28 -- --- -- ---- ---- -- ----- --- 2.28 12.32 2.10 72.81 2.28 - - - - - - - - 2.28 12.33 2.00 72.81 2.27 - - - ----- -_ ----- - --- 2.27 12.35 1.90 72.81 2.26 -- - -- -- - - --_ -- 2.26 12.37 1.80 72.80 2.25 ----- ---- ---- --- ---- --- -- 2.25 12.38 1.70 72.80 2.24 ---- ----- --- ---- ---- ---- ---- ---- 2.24 12.40 1.60 72.79 2.22 -- --- ---- ---- -- --- --- --- 2.22 12.42 1.50 72.79 2.20 - - - - - - - - 2.20 12.43 1.40 72.78 2.17 - - - - -- -- - -- 2.17 12.45 1.30 72.77 2.15 - - --- --- --- -- -- -- 2.15 12.47 1.20 72.76 2.12 --- --- -- --- ----- --- ----- -- 2.12 12.48 1.10 72.75 2.09 ---- --- --- --- ---- --- ----- ---- 2.09 12.50 1.00 72.74 2.06 --- -- --- ----- - -- --- -- 2.06 12.52 0.91 72.73 2.02 - - - - - - - - 2.02 12.53 0.84 72.72 1.98 - -- - - - - - - 1.98 12.55 0.81 72.71 1.95 - - ---- ----- - -- - - 1.95 12.57 0.79 72.70 1.91 -- ---- --- --- ----- _--- ---- ----- 1.91 12.58 0.78 72.69 1.87 -- - -- - ---- ---- ---- ---- 1.87 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.60 0.77 72.68 1.82 -- ---- ---- -- ---- ----- -_- ---- 1.82 12.62 0.76 72.67 1.78 --- ---- ---- ----- --- ---- ----- ----- 1.78 12.63 0.75 72.66 1.74 ----- ---- --- ---- --- ---- ---- ---- 1.74 12.65 0.74 72.65 1.70 ---- - - - - - - - 1.70 12.67 0.73 72.64 1.66 - ---- - - - - -- - 1.66 12.68 0.72 72.63 1.62 ----- - - -- - - - - 1.62 12.70 0.71 72.63 1.58 ----- - --- ----- --- ---- ----- ----- ----- 1.58 12.72 0.70 72.62 1.54 -- --- ---- ---- --- --- ----- ----- 1.54 12.73 0.69 72.61 1.51 - ---- --- ---- ---- --- --- --- 1.51 12.75 0.68 72.60 1.47 - - ---- - - - -- - 1.47 12.77 0.67 72.60 1.45 - ---- - -- - - ---- - 1.45 12.78 0.66 72.59 1.42 ---- - _-_ - - __- - _-_ 1.42 12.80 0.65 72.58 1.40 - ----- ----- --- ----- ----- ----- ---- 1.40 12.82 0.64 72.57 1.37 ---- ---- ----- ----- ---- ----- ----- ----- 1.37 12.83 0.63 72.57 1.35 --- - ----- ---- --- ---- --- --- 1.35 12.85 0.62 72.56 1.32 - - -- - - - - -- 1.32 12.87 0.61 72.55 1.30 - - - - -- - - 1.30 12.88 0.60 72.55 1.28 - - - ---- ---- - --- - 1.28 12.90 0.58 72.54 1.25 ---_ _- _-_ __- ___-- ----- ----- ----- 1.25 -12.92 0.57 72.53 1.23 ---- ----- ---- ---- ----- ----- ----- ---- 1.23 12.93 0.56 72.53 1.21 ---- --- --- ---- --- ----- ---- ---- 1.21 12.95 0.55 72.52 1.19 - - - - -- -- - - 1.19 12.97 0.54 72.52 1.17 - - - -- --- --- -- -- 1.17 12.98 0.53 72.51 1.15 - - -- -- - -- --- -- 1.15 13.00 0.52 72.50 1.13 -- -- ----- --- ---- ----- --- ----- 1.13 13.02 0.51 72.50 1.11 ---- ----- -- --- --- ____ ____ ___ 1.11 13.03 0.50 72.49 1.09 --__ -__ -_ ___ ___ __- ____ ___ 1.09 13.05 0.50 72.49 1.07 - - - - - ---- -- - 1.07 13.07 0.50 72.48 1.05 - - - - - -- - - 1.05 13.08 0.49 72.48 1.03 - - -- ----- --- ---- --- -- 1.03 13.10 0.49 72.47 1.01 ----- ---- ----- --_- ---- ----- ----- ----- 1.01 13.12 0.49 72.47 0.99 -- ---- ---- ---- --- ----- ---- -- 0.99 13.13 0.49 72.46 0.98 --- -- -- --- ---- ----- ---- ----- 0.98 13.15 0.48 72.46 0.96 - - - - -- -- - - 0.96 13.17 0.48 72.45 0.94 - - - - - - - - 0.94 13.18 0.48 72.45 0.93 - - - --- -- -- -- - 0.93 13.20 0.48 72.44 0.91 ---- ---- ---- ----- ---- ----- ---- ----- 0.91 13.22 0.47 72.44 0.90 -- ---- ---- ---- ---- ---- ----- ----- 0.90 13.23 0.47 72.44 0.88 --- --- --- --- --- ----- ---- --- 0.88 13.25 0.47 72.43 0.87 - - - - - - --- - 0.87 13.27 0.46 72.43 0.86 - - - - - - - - 0.86 13.28 0.46 72.43 0.84 - - - - - - -- -- 0.84 13.30 0.46 72.42 0.83 ---- --- --- --- --- --- --- --- 0.83 13.32 0.46 72.42 0.82 --- --- --- ---- ---- ---- -- --- 0.82 13.33 0.45 72.42 0.81 --- --- - --- --- ---- _--- ---- 0.81 13.35 0.45 72.41 0.79 - - - - - ----- ----- -- 0.79 13.37 0.45 72.41 0.78 - - - - --- - - - 0.78 13.38 0.45 72.41 0.77 0.77 13.40 0.44 72.40 0.76 --- ---- ----- ---- - ---- ---- ---- 0.76 13.42 0.44 72.40 0.75 --- ____ __- ____ ____ ____ ___ ____ 0.75 13.43 0.44 72.40 0.74 - -- -- --- -- ---- ---- ----- 0.74 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.45 0.43 72.39 0.73 ----- --- --- -- ----- ----- ---- ---- 0.73 13.47 0.43 72.39 0.72 --- ----- ---- -- ----- --- --- ---- 0.72 13.48 0.43 72.39 0.72 ----- ---- ---- ----- --- ---- ---- --- 0.72 13.50 0.43 72.39 0.71 - - - - - - - -_--- 0.71 13.52 0.42 72.38 0.70 - - --- -_ - --- -- - 0.70 13.53 0.42 72.38 0.69 - --- - --- --- ----- -- - 0.69 13.55 0.42 72.38 0.69 --- ----- ----- ----- ---- ---- ----- ----- 0.69 13.57 0.42 72.38 0.68 ---- ----- ----- ----- ---- --- --- ---- 0.68 13.58 0.41 72.37 0.67 ---- -- -- ---- --- ---- ---- --- ----- 0.67 13.60 0.41 72.37 0.66 --- - - - - - ----- - 0.66 13.62 0.41 72.37 0.66 - - - - - -- - -- -- 0.66 13.63 0.40 72.37 0.65 ----- - ---- - - -- - 0.65 13.65 0.40 72.36 0.64 ---- --- ----- -- --- ---- ----- ----- 0.64 13.67 0.40 72.36 0.64 ---- ----- --- ---- --- ---- ---- ---- 0.64 13.68 0.40 72.36 0.63 --- --- --- --- --- -- ---- -- 0.63 13.70 0.39 72.36 0.62 - - ---- - - - - - 0.62 13.72 0.39 72.35 0.62 - -- -- - ---- -- - -- 0.62 13.73 0.39 72.35 0.61 - - --- -- -_ --- -- - 0.61 13.75 0.39 72.35 0.61 --- --- ----- --- ----- ---- ----- ----- 0.61 13.77 0.38 72.35 0.60 ---- ---- ---- ----- ---- --- --- ---- 0.60 13.78 0.38 72.35 0.59 -- - --_ -- ----- --- ----- --- ----- 0.59 13.80 0.38 72.34 0.59 - - - - - - - - 0.59 13.82 0.37 72.34 0.58 - - -- -- -- -- -- - 0.58 13.83 0.37 72.34 0.58 - -- -- -- ----- ---- -- ---- 0.58 13.85 0.37 72.34 0.57 --- ---- ---- --- ----- ---- --- ----- 0.57 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 2.79 cfs Storm frequency = 50 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = WATER QUALITY BAS Max. Elevation = 72.98 ft Max. Storage = 11,307 cuft Storage Indication method used. Outflow hydrograph volume=18,676 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.90 3.30 72.39 0.72 --- --- ----- --- ---- ----- --- ---- 0.72 11.92 3.49 72.42 0.81 ---- ---- ----- -_-- -_- _---- __-- ----- 0.81 11.93 3.94 72.44 0.91 --- ---- --- -- --- ---- ----- --- 0.91 11.95 4.66 72.47 1.02 - - ---- - - - --- ----- 1.02 11.97 5.54 72.51 1.16 - - - - - - - ----- 1.16 11.98 6.48 72.56 1.31 - ----- - - - -- -- - 1.31 12.00 7.43 72.61 1.51 --- ---- ---- ---- ----- --- ----- ----- 1.51 12.02 8.20 72.67 1.77 ---- ---- ----- -- ----- --- --- 1.77 12.03 8.42<< 72.73 2.01 ---- ----- ---- ---- ----- ----- ---- ----- 2.01 12.05 8.01 72.79 2.20 - --- -- -- - ___ -_ - 2.20 12.07 721 72.84 2.36 - - - ---- - - - - 2.36 12.08 6.28 72.88 2.48 -- -- ----- -- ---- ___ _- -- 2.48 12.10 5.35 72.91 2.58 ---- ----- ----- ----- ---- ----- ----- ----- 2.58 12.12 4.50 72.93 2.64 ----- ---- --- ---- ----- -- ----- ----- 2.64 12.13 3.89 72.95 2.69 -- --- -- ---- - ---- ---- ---- 2.69 12.15 3.55 72.96 2.72 - -- - - - - _- ---- 2.72 12.17 3.39 72.96 2.74 - - ----- -- - ---- ---- - 2.74 12.18 3.28 72.97 2.75 - - - ---- - -_ -- -_- 2.75 12.20 3.17 72.97 2.77 --- --- --- ----- ----- ---- ----- ---- 2.77 12.22 3.05 72.98 2.78 ----- --- ---- ---- ---- --- ----- -- 2.78 12.23 2.94 72.98 2.78 ----- ----- -- -- ----- ----- --- ----- 2.78 12.25 2.83 72.98 << 2.79 - - - -- -- - - -- -- 2.79<< 12.27 2.72 72.98 2.79 - - - - - - - - 2.79 12.28 2.61 72.98 2.78 ----- - -- - ---- -- -_- ---- 2.78 12.30 2.50 72.98 2.78 --- --- ----- ---- ---- --- ----- --- 2.78 12.32 2.38 72.97 2.77 ---- ----- ----- --- ---- --- ---- ---- 2.77 12.33 2.27 72.97 2.75 -- - -- -- ---- ---- ---- --_- 2.75 12.35 2.16 72.96 2.74 - - - - - - -- - 2.74 12.37 2.05 72.96 2.72 - - - ---- - - - 2.72 12.38 1.93 72.95 2.70 ---- - - -- -- - -- _-- 2.70 12.40 1.82 72.94 2.68 --- ---- --_-- --- ---- ----- ----- ---- 2.68 12.42 1.70 72.93 2.65 -- -- __- _- ____ ___ ____ _-_- 2.65 12.43 1.59 72.93 2.62 -- --- ---- - ----- --_ -_- 2.62 12.45 .1.48 72.92 2.59 - - - - - - - - 2.59 12.47 1.36 72.90 2.56 - - - - -- - - - 2.56 12.48 1.25 72.89 2.52 - -- - - - - - - 2.52 12.50 1.14 72.88 2.49 - ---- --- --- ---- -- ---- ----- 2.49 12.52 1.03 72.87 2.45 - -- _- - - -- --- ---- 2.45 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) ds ft cfs efs cfs cfs ds cfs cfs cfs efs cfs 12.53 0.96 72.85 2.41 --- --- -- --- ---- ----- ---- --- 2.41 12.55 0.92 72.84 2.37 --- --- --- - --- ----- --- -- - 2.37 12.57 0.90 72.83 2.32 ----- ---- --- -- ----- ---- ---- -- 2.32 12.58 0.89 72.81 2.28 - -- - - - - -- --- 2.28 12.60 0.88 72.80 2.24 - - - - - - -- - 2.24 12.62 0.87 72.79 2.20 - - -- - --- - - - - 2.20 12.63 0.85 72.77 2.16 ----- ---- ----- ---- ----- ----- 2.16 12.65 0.84 72.76 2.12 - ---- --- -- --- --- --- ----- 2.12 12.67 0.83 72.75 2.08 --- ----- ---- --- --- - --- ----- 2.08 12.68 0.82 72.74 2.04 - - ----- - - - - - 2.04 12.70 0.81 72.73 2.00 - - - - - - - - 2.00 12.72 0.79 72.72 1.96 - --- - -- -- -- -- 1.96 12.73 0.78 72.70 1.92 -- --- --- -- ---- ----- ----- ---- 1.92 12.75 0.77 72.69 1.88 --- ----- ----- ----- ---- ---- ---- ---- 1.88 12.77 0.76 72.68 1.84 -- --- ----- --- __-- __-- _-__ ___ 1.84 12.78 0.75 72.67 1.79 - - --- - - ---- ---- - 1.79 12.80 0.74 72.66 1.75 - - - ---- - -- -- - 1.75 12.82 0.72 72.65 1.71 - -- -- ----- --- -__ ___ - 1.71 12.83 0.71 72.65 1.67 --- ---- ---- --- ---- ----- --- ---- 1.67 12.85 0.70 72.64 1.63 ----- ---- ---- ---- ---- ---- ---- ---- 1.63 12.87 0.69 72.63 1.59 -- ---- --_ ---- --- ----- --- ----- 1.59 12.88 0.68 72.62 1.55 - --- - -- -- - --- --- 1.55 12.90 0.66 72.61 1.51 - - - - - -- - - 1.51 12.92 0.65 72.60 1.48 - --- - - -- ---- -- --- 1.48 12.93 0.64 72.60 1.45 - ----- ---- -=-- ----- ----- --- ----- 1.45 12.95 0.63 72.59 1.42 ---- --- --- -- --- ---- --- ---- 1.42 12.97 0.62 72.58 1.39 ---- ---- ---- ---- ---- --- 1.39 12.98 0.60 72.57 1.37 - - - --_ - --- - -- 1.37 13.00 0.59 72.57 1.34 - - - - - ---- - - 1.34 13.02 0.58 72.56 1.32 -- - -- -- -- - -- -- 1.32 13.03 0.57 72.55 1.29 --- ----- ---- -- ---- ---- ----- --- 1.29 13.05 0.57 72.55 1.27 --- -- ----- ----- ---- ----- - ----- 1.27 13.07 0.56 72.54 1.25 ----- ----- ---- --- ---- ---- --- ---- 1.25 13.08 0.56 72.53 1.23 - - -- - - --- - - 1.23 13.10 0.56 72.53 1.20 - - -- - ---- ---- - - 1.20 13.12 0.55 72.52 1.18 - ----- ---- -- - --- -- - --- 1.18 13.13 0.55 72.51 1.16 ---- ---- --- --- ---- ----- ---- ---- 1.16 13.15 0.55 72.51 1.14 --- --- -- -- ---- ----- ----- --- 1.14 13.17 0.55 72.50 1.12 --- ---- -- -- ---- --- - -- 1.12 13.18 0.54 72.50 1.10 ---- ---- - - - -- - -- 1.10 13.20 0.54 72.49 1.08 ----- -- - - - - - - 1.08 13.22 0.54 72.49 1.07 - - - - - -- - 1.07 13.23 0.53 72.48 1.05 ---- _---- -- - -- -- - -- 1.05 13.25 0.53 72.48 1.03 -- --- --- ---- ___ __- -_ ____ 1.03 13.27 0.53 72.47 1.01 -- --- ---- ---- --- ---- -- -- 1.01 13.28 0.52 72.47 1.00 - - - --- - - -- - 1.00 13.30 0.52 72.46 0.98 - - - - - - - - 0.98 13.32 0.52 72.46 0.97 - - - -- - ----- - - 0.97 13.33 0.51 72.46 0.95 --_ ___ -__ -_ ____ ____ _- ____ 0.95 13.35 0.51 72.45 0.94 ---- --- ---- -- -- ----- -- ---- 0.94 13.37 0.51 72.45 0.92 ----- -- --- ---- ---- ---- -- ----- 0.92 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) efs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 13.38 0.50 72.44 0.91 ---- ---- ---_ - --- ----- ----- ---- ---- 0.91 13.40 0.50 72.44 0.89 ---- --- ----- ---- ---- ----- ----- ---- 0.89 13.42 0.50 72.44 0.88 ----- - -- --- --- -- --- ---- 0.88 13.43 0.50 72.43 0.87 - - -- - - - ----- - 0.87 13.45 0.49 72.43 0.85 - - - - - - - - 0.85 13.47 0.49 72.43 0.84 --- --- - -- ---- - - ---- 0.84 13.48 0.49 72.42 0.83 ---- ---- --- - ----- ----- ---- ---- 0.83 13.50 0.48 72.42 0.82 -- ---- ----- -- ----- ----- --- ----- 0.82 13.52 0.48 72.42 0.81 ---- --- ---- ---- -- --- ---- ---- 0.81 13.53 0.48 72.41 0.80 - - - - - - - - 0.80 13.55 0.47 72.41 0.79 - - - - -- - - - 0.79 13.57 0.47 72.41 0.78 - ---- - --- --- -- - --- 0.78 13.58 0.47 72.40 0.76 ---- ---- ----- ---- ----- ---- -- -- ---- 0.76 13.60 0.46 72.40 0.75 --- --- ---- --- --- ---- --- --- 0.75 13.62 0.46 72.40 0.75 --- -__ _-_ -_ ____ ___ ___- ---- 0.75 13.63 0.46 72.40 0.74 - ---- - - - - - - 0.74 13.65 0.46 72.39 0.73 - - - - - - - - 0.73 13.67 0.45 72.39 0.72 - - - - ----- - ---- --- 0.72 13.68 0.45 72.39 0.72 --- ---- ----- -- ---- ----- ---- ----- 0.72 13.70 0.45 72.39 0.71 --- ---- ---- ---- --- ---- ---- ----- 0.71 13.72 0.44 72.38 0.70 ---- -- ---- -- ---- ---- --- ---- 0.70 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 3.09 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = WATER QUALITY BAS Max. Elevation = 73.13 ft Max. Storage = 12,375 cuft Storage Indication method used. Outflow hydrograph volume=21,849 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.83 3.20 72.43 0.85 -- -_ --_ --- -- --- -- -- 0.85 11.85 3.33 72.45 0.93 ---_ -_ ___ ___ ____ ____ __-- _-- 0.93 11.87 3.46 72.47 1.01 -_- --- _-_- -_-- -_-- -____ _-- --- 1.01 11.88 3.59 72.50 1.10 - ---_- - - - - - - 1.10 11.90 3.72 72.52 1.18 - - - - - - ----- - 1.18 11.92 3.94 72.54 1.27 --- -_ _- - - -- --- --- 1.27 11.93 4.43 72.57 1.36 - --- -- ----- ---- ---- ----- ---- --- - 1.36 11.95 5.24 72.60 1.48 ---- ---- ---- --- --- ----- -- _--- 1.48 11.97 6.24 72.64 1.65 -- -- ---- ---- --- --- ----- --- 1.65 11.98 7.29 72.69 1.87 - - - - ---- - -- ---- 1.87 12.00 8.35 72.75 2.06 - - - - - - - - 2.06 12.02 9.21 72.81 2.27 - - - - - -- - -- 2.27 12.03 9.45<< 72.87 2.47 --- ----- ----- ---- ----- ----- ---- ----- 2.47 12.05 8.99 72.94 2.66 ----- ---- ----- -- --- --- --- --- 2.66 12.07 8.09 72.99 2.83 --- --_ __-- _- -� ---_ --- ----- 2.83 12.08 7.04 73.03 2.91 - - - -_ - - - - 2.91 12.10 5.99 73.06 2.98 - ----- - -- - _- - ----- 2.98 12.12 5.04 73.08 3.02 - - -- -- -- - -- - 3.02 12.13 4.35 73.10 3.05 --- --- ____ ___ ____ ____ _- ___ 3.05 12.15 3.98 73.11 3.06 --- ---- ---- --_- ---- ---- ---- ----- 3.06 12.17 3.79 73.11 3.07 -- --- _-_ __-- ___-- _-- __-- _-_ 3.07 12.18 3.67 73.12 3.08 - - - -_ -- - - - 3.08 12.20 3.55 73.12 3.08 - - - ---- - - - - 3.08 12.22 3.42 73.13 3.09 -- - - - - -- - _-- 3.09 12.23 3.30 73.13 3.09 ----- ---- ---- --- --- --- ---- _--- 3.09 12.25 3.17 73.13 3.09 ----- --- ---- ---- ---- ---- ---- ---- 3.09 12.27 3.05 73.13 << 3.09 -__ -- _-- __-- _-- __-_ __- _-- 3.09<< 12.28 2.92 73.13 3.09 - - ---- - - - - 3.09 12.30 2.79 73.13 3.09 - - ---- - ---_- ---- - - 3.09 12.32 2.67 73.13 3.08 - -- ---- -- --- -- - - 3.08 12.33 2.54 73.12 3.08 -- -_-- ----- --- _-- _--- ----- ----- 3.08 12.35 2.41 73.12 3.07 -- --- --- --- ---- --- ---- ---- 3.07 12.37 2.29 73.11 3.06 -- -- ---- ---- -- -_- -- ---_ 3.06 12.38 2.16 73.10 3.06 - - - - ----- - - - 3.06 12.40 2.03 73.10 3.04 - - - - - - - ----- 3.04 12.42 1.91 73.09 3.02 - ----- - -- - -- ---- 3.02 12.43 1.78 73.08 3.00 ----- --- ---- _-- ---- ---- ----- ----- 3.00 12.45 1.65 73.07 2.98 -- ----- --- ---- -_- ----- ----- --- 2.98 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.47 1.52 73.05 2.96 --- ----- ----- --- ---- ----- ----- ---- 2.96 12.48 1.40 73.04 2.93 --- -_- ----- -- --- ---- ----- - 2.93 12.50 1.27 73.03 2.91 ---- ---- --- --- ---- ----- --- --- 2.91 12.52 1.15 73.01 2.88 - - ---- - - - - -- 2.88 12.53 1.07 73.00 2.85 --- - - - - -- -- - 2.85 12.55 1.03 72.98 2.80 - - ---- - - - - - 2.80 12.57 1.01 72.97 2.75 ---- ----- ----- ----- --- ----- --- ---- 2.75 12.58 0.99 72.95 2.70 --- --- ----- ----- --- ----- ----- --- 2.70 12.60 0.98 72.93 2.65 ---- --- ----- --- ---- --- --- ---- 2.65 12.62 0.97 72.92 2.60 - -- - - - ----- -- - 2.60 12.63 0.95 72.90 2.56 - - - - - - - - 2.56 12.65 0.94 72.89 2.51 -_ ---_ - - - -- --- -- 2.51 12.67 0.93 72.87 2.47 -- ---- --- --- ----- ---- --- ----- 2.47 12.68 0.92 72.86 2.42 ----- -- ----- ---- --- ----- ---- ----- 2.42 12.70 0.90 72.84 2.38 ---- -- ---- ----- ---- --- ---- -- 2.38 12.72 0.89 72.83 2.34 - ----- - - --- --- _- - 2.34 12.73 0.88 72.82 2.30 - - --- -_ -- - - - 2.30 12.75 0.86 72.80 2.26 -- - --- ----- - ---- - ----- 2.26 12.77 0.85 72.79 2.22 ---- -- ----- --- ----- ----- --- -- 2.22 12.78 0.84 72.78 2.17 ----- ---- ----- ---- ---- -_- --- --- 2.17 12.80 0.82 72.77 2.13 -- _--- --- ---- ----- ---- ----- --- 2.13 12.82 0.81 72.75 2.09 - - - - -- -- - - - 2.09 12.83 0.80 72.74 2.05 - -- --- - - - - - 2.05 12.85 0.78 72.73 2.01 ----- - -_ - -- ----- -- --_ 2.01 12.87 0.77 72.72 1.97 ---- --- ----- -- ----- ----- ---- --- 1.97 12.88 0.76 72.71 1.93 --- -- ----- -- -_ -__ -_ ___ 1.93 12.90 0.74 72.70 1.89 ----- -- ---- ---- _- --- --- --- 1.89 12.92 0.73 72.69 1.84 - - - - - - - _- 1.84 12.93 0.72 72.67 1.80 ---- --- -- - - -- - -- 1.80 12.95 0.70 72.66 1.75 - ----- - --_ - --- -- -- 1.75 12.97 0.69 72.65 1.71 ---- ----- ----- ----- _-- ---- ----- ---- 1.71 12.98 0.68 72.65 1.66 ----- --- ---- --- ---- ---- ---- --- 1.66 13.00 0.66 72.64 1.62 --- ----- -- -_- ----- ---- - ---- 1.62 13.02 0.65 72.63 1.58 - - ---- - - -- - - 1.58 13.03 0.64 72.62 1.54 - - ---- - ----- -- - 1.54 13.05 0.63 72.61 1.51 - --- -- -- -- ---- - ----- 1.51 13.07 0.63 72.60 1.47 ---- ----- ----- ----- --- ----- ----- _--- 1.47 13.08 0.63 72.59 1.44 -- -- -_-- ---- --- --- --- --- 1.44 13.10 0.62 72.59 1.42 ---- _-- -- --- --- --- -- -- 1.42 13.12 0.62 72.58 1.39 - - - --- -- -- - - 1.39 13.13 0.62 72.57 1.36 - - -- -- - - - - 1.36 13.15 0.61 72.56 1.34 - - - - -- - - - 1.34 13.17 0.61 72.56 1.32 -- ---- --- - ---- ---- -- -- 1.32 13.18 0.61 72.55 1.29 ----- - ---- -__ --- ---- --- - 1.29 13.20 0.60 72.54 1.27 --- -- --- --_ --- -- - --- 1.27 13.22 0.60 72.54 1.25 - - - -- - - - - 1.25 13.23 0.60 72.53 1.23 - - - - - - - - 1.23 13.25 0.59 72.53 1.21 - ---- - - - ----- -- - 1.21 13.27 0.59 72.52 1.19 -- --- ----- ----- -_- --- ---- ----- 1.19 13.28 0.59 72.52 1.17 -_-- -- ---- ----- ---- --- --- -- 1.17 13.30 0.58 72.51 1.15 --- -- ----- ___ -_ -_ -_ ___ 1.15 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.32 0.58 72.50 1.13 --- -- ---- -- ---- ---- ---- ----- 1.13 13.33 0.57 72.50 1.11 --- -=- - ----- ----- ----- ---- ---- ---- 1.11 13.35 0.57 72.49 1.09 ---- --- --- ---- -- --- ---- ---- 1.09 13.37 0.57 72.49 1.07 - - - - - - -- - 1.07 13.38 0.56 72.48 1.06 - - - - - - - -- 1.06 13.40 0.56 72.48 1.04 -- - - -- - - -_ - 1.04 13.42 0.56 72.48 1.02 --- ----- ---- ----- --- ---- ---- --_-- 1.02 13.43 0.55 72.47 1.01 ---- --- ----- ---- ---- ----- ---- ----- 1.01 13.45 0.55 72.47 0.99 --- --- --- --- ---- ---- -_-- -- 0.99 13.47 0.55 72.46 0.98 - - -- - - - - - 0.98 13.48 0.54 72.46 0.96 - - - - -- ----- --~ - 0.96 13.50 0.54 72.45 0.95 - -- - - - -- - - 0.95 13.52 0.54 72.45 0.94 - --- --- ---- ---- ----- ---- --- 0.94 13.53 0.53 72.45 0.92 ---- ---- --- ----- --- ---- ----- ---- 0.92 13.55 0.53 72.44 0.91 -- ---- ----- ---- ---- ---- - -- ----- 0.91 13.57 0.53 72.44 0.90 - - - - - - - - 0.90 13.58 0.52 72.44 0.88 - - -- -- -- - - - 0.88 13.60 0.52 72.43 0.87 - ----- -- -- -- ---- -- -- 0.87 13.62 0.52 72.43 0.86 ---- ----- ---- ---- --- ---- ---- -- 0.86 13.63 0.51 72.43 0.85 ----- ---- --- --- --- ---- ---- ----- 0.85 13.65 0.51 72.42 0.84 ---- -- --- ---- ---- ---- ----- ---- 0.84 13.67 0.51 72.42 0.83 - - - ----- - - -- _-- 0.83 13.68 0.50 72.42 0.81 - - - --- - _---- - - 0.81 13.70 0.50 72.41 0.80 - -- - -- - ----- --- ----- 0.80 13.72 0.49 72.41 0.79 ---- ---- --- ---- ---- ----- ----- --- 0.79 13.73 0.49 72.41 0.78 ---- --_ ___ ___ ___ __- - _____ 0.78 13.75 0.49 72.41 0.77 --- ---- ---- ---- --- --- ----- ---- 0.77 ...End APPENDIX E Water Quality Volume Calculations Volume of Runoff to be treated=Vt=[(1.25)(Rv)(A)/l2](43,560) Where Vt=treatment volume in cubic feet. Rv=storm runoff coefficient A=contributing area (acres) Rv=0.05 +0.009(I) Where I=percent site imperviousness On site areas draining to basin are as follows under proposed conditions. Impervious area=51,500 S.F. Pervious area=9,600 S.F. I =51,500151,500+9,600 SY=0.84 Rv=0.05+0.009(84)=0.806 Vt=[(1.25)(0.806)(1.40)/12](43560)=5,120 C.F. Required permanent treatment volume below outlet elevation=5,120 C.F. TOWN OF SOUTH WINDSOR ` STAFF SITE CHANGE FOR SITE & SUBDIVISION t GENERAL: CHANGE ORDER CONTACT PERSON C �r` ; v 1 Phone No. Address //dg S L"'C' ©Ge cu Site Name OAT OP, Eu es X/ve P&Z No. Owner rvc-%. :1, "SAj©t j Phone No. Contractor i n � 4 n �FleC r�C �. +� ' 1 C1�.Z. Signature of Owner Date: j( dS j Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include our (4 ) copies of plan/profile of Change. ) R-J ��� � " -� qp, _ �� bu"ld�-os, �,�<44r or Reason for Change: (Why is change required) pl,04)Rf zi ..vCy !CV r t APPROVALS: (As Required) # I Dir. Of Planning �,1�,� .t,�t-F� '�...� Date: Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: V - White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department NITEEM. SQS-SQUARE STRAIGHT STEEL POLES BRITES 25 foot, 4 inch square to 25 foot, 5 inch square 4"SQS JOB NAME Post Road Stages 30 foot, 5 inch square IMP TYPE ,�' co CATALOG LOGIC IN SAMPLE CATALOG NUMBM- SQS525G07-T24-AH 5"SQS ff SQS 425 G11 _ T24 FAMUY Well THICK SQS' -square G07 -7 Gauge Blank- Dark Bronze Straight (.188-) BK- Blade Steel G11 - 11 Gauge WT- While (.125 GY- Gray AL- Bright Aluminum NP- Natural Paint SHAFT 517E LNG OPTIONS 425 -4"Sq.,25'Tag T24 - 2-3/8"Tenon 4"High CR -Convenience Receptacle` 525 -5"Sq.,25'Tag T26 - 2-3/8"Tenon 6"High AH -Additional Handhole 530 -5"Sq.,30'Tell T34 -3"Tenon 4"High 1/2TH - 1/2"Threaded Hub' T36 - 3'Tenon 6"High" 3/4TH - 3/4"Threaded Hub' Notes: D12 - Drilled 1 Side,2 tole' TRICOAT - Trinity Pius Coating 'AN base plates are 11"sq.with a D22 -Drilled 2 Sides,2 Hole'" 10.1/2"bog circle.Base thidmess D32 -Drilled 3 Skies.2 Hole' dependent m height,refer to vecw Pole D42 -Drilled 4 Sides,2 Hole' 1� . D92 -Drilled 2 Sides,2 Hole`` '2 Hole Pagan for SB)C400. D14 -Drilled 1 Side,4 tole `4 Hole Pattern for SBX1000(5-pole only), D24 -Drilled 2 Sides,4 Holet a c `Drilled at 9(r apart D34 -Drilled 3 Sides,4 Hole" Pole ontlyt D44 - Drilled 4 Sides,4 Hole`' yolr local Thomw Ughtirg R tires D94 -Drilled 2 Sides,4 Hole`s' ° option provides for marring of reoeptade by agars;rece{tade N not included-Speedy krcbW a and height lean base. A 'Specify location and height from base. N N A ORDERING INFORMATION C D Catalog No' Shalt t9 Mall aria Base Bet Andwr Bot EPA 0 BA O EPA @ ;aptJ sae lack. Size ThKL tilde &A lmjert So MPH'/ W&WW/ 100 kN1`/ T (m-sg-) Cm-) rm-sq-) Cm•) rm3 fm•) cwa Max.WT.Cap. Max.WL Cap Max.M.Cap N -i SQS425G11-D12 25 4 2 Holes 01 Side .125 11 3/4 10-1/2 3/4xl8x3 4 3.8/95 tbs. 2.3/58 tbs. 1.1/28 tbs. SQS425G11-D22 25 4 2 Holes®2 Sides(180' .125 11 3/4 10-112 3/4x18x3 4 3.8/95 It s 2.3/58 lbs- 1.1/28 tbs. SQS425G11-D42 25 4 2 Holes @ 4 Skies .125 11 3/4 10-1/2 3/4xl8x3 4 3.8/95 ft. 2.3/58 tbs. 1.1/28 tbs. SQS425G11-T24 25 4 2-3/8"Talton,4"Hkjh .125 11 3/4 10-1/2 3/4080 4 1 3.8/95 tbs. 2.3/58 tbs. 1.1/28 tbs. SQS42SG07-DI2 25 4 2 Holes a 1 Side .188 11 1 10-1/2 1x36x4 4-1/2 7.2/180 tbs. &1/1.28 Ibs. 3.4/85 tbs. _ SQS425G07-D22 25 4 2 Holes @ 2 Sides(180') .188 11 1 10-1/2 tx36x4 4-1/2 7.2/180 tbs. 5.1/1.28 tbs. 3-4/85 tbs. -4 SQS425G07-D42 25 4 2 Holes @ 4 Sides .188 11 1 10-1/2 1x36x4 4-1/2 7.2/180 tbs. 5.1/1.28 tbs. 3.4/85 tbs. (/s SQS425Go7-T24 25 4 2.3/8"Tour,4"H .188 11 1 10-112 1x36x4 4-1/2 7.2/180 tbs. 5.1/1.28 tbs. 3.4/85 tbs. SQS525G11-D12 25 5 2 Holese 1 Side .125 11 1 10-112 1x36x4 4-1/2 8.8/220 tbs 6.1/153 tbs. 4.0/100Ihs. m SQS525G11-D22 25 5 2 Holes 0 2 Sides(180') .125 11 1 10-1/2 1x36x4 4-1/2 8.8/220 tbs. 6.1/153 lbs- 4.0/100 Ibs. m r SQS525G11-D42 25 5 2 Holes CD 4 Sides .125 11 1 10-1/2 1x36x4 4.1/2 8.8/220 tbs. 6.1/153 lbs. 4.0/100 tbs. SQS525G11-T24 25 5 1 2-3/8'Tenon,4'H' .125 11 1 1 10-1/2 1 1x36x4 4-1/2 8.8/22016s. 6.1/153 tbs, 4.0/100 tbs. "Q SQS525G07-D12 25 5 2 Holes @ 1 Side .188 11 1 10-1/2 1x36x4 4.1/2 14.6/365 tbs. 10.51263 tbs. 7.5/188 tbs, Q SQS525G07-D22 25 5 2 totes @ 2 Sides(180 .188 11 1 10-1/2 1x36x4 4-1/2 14.6/365 tbs. 10.51263 tbs 7.5/188 tbs. r SQS525G07-D42 25 5 2 Holes P 4 Sides .188 11 1 10-112 1x36x4 4-1/2 14.6/365 tbs. 10.5/263 tbs, 7.5/188 tbs. N SQS525G07-T24 25 5 2-3/8"Tenon,4`H' .188 11 1 lo-1/2 1x36x4 4-1/2 14.6/365 tbs. 10-5/263 the 7.5/188 tbs. SQ5525G07-T34 25 5 3"Tenor.4'High .188 11 1 10-1/2 1x36x4 4-1/2 14.6/365 tbs. 10.5/263 tbs 7.5/188 tbs. tV Ul SQS530G11-D12 30 5 2 Holes 01Side .125 11 1 10-1/2 1x36x4 4-1/2 3.8/951bs. 1.8/45 tbs' SQS530G11-D22 30 5 1 2 boles 0 2 Sides(180') .125 11 1 10-1/2 1x36x4 4-1/2 3,8/95 tbs. 1.8/45 nos. SQS530G11-D42 30 5 2 Holes 04Skies .125 11 1 10-1/2 1x36x4 4-1/2 3.8/95 tbs. 1.8/451bs. W SQS530G11-T24 30 5 2-3/8-Tenon,4"H' .125 11 1 10-1/2 1x36x4 4-1/2 3.8/95 tbs. 1.8/45 tbs. SQS530G11-T34 30 5 3"Team.4"High 125 11 1 10-1/2 1x36x4 4-1/2 3.8/95 lbs. 1.8/45 tbs. .n SQS530G07-Dl2 30 5 2 Holes 01 Side .188 11 1 10-1/2 1x36x4 4-1/2 8.2/205 tbs. 5.4/135 tbs. 3.3/83 tbs. O SQS530G07-D22 30 5 2 Holes @ 2 Sides 180") .188 11 1 10.112 1x36x4 4-1/2 8.2/205 tbs. 5.4/135 tbs. 3.3/83 Ibs. O SQS530G07-D42 30 5 2 Holes 0 4 Skies .188 11 1 10-1/2 1x36x4 4-1/2 8.2/205tbs. 5.4/1351bs 3.3/831bs. 0 SQS530007-T24 30 5 2-3/8""Term,4" .188 11 1 10-1/2 1x36x4 4.1/2 8.2/205Ibs. 5.4/1351bT 3.3/83lbs. SQ5530007-T34 30 5 3"Tenai,4"High .188 11 1 10-1/2 1.36.4 4-1/2 - 8.2/2051bs. 5.4/1351bs. 3.3/831bs. Notes: 10 Wind load capacity includes 1.3 gust factor. �g c �g " .�g Catalog member includes few anchor bolts,nuts and washers;anchor bolt template;handhote and base plate covers:top cap for drilled poles. PA-46U2 1 1 Consult Day-Brice Ligft" PRODUCT FEATURES O1.Mounting-The pow shall have the option of drilling on one to four sides for arm mounted .� luminaires or it shall have a 2-3/8"or 3"twm. 2.Shaft-The shaft shall be a weldable grade(ASTM A-500 Grade C)hot rolled commercial 0 quality carbon steel tubing with a minimum yield of 55,000 psi(11 gauge)and 50,000 psi 2 O Q gauge).Uniform wall thidmess of 0.125"or 0.188". Shafts shall be one piece with a 0 longitudinal electric weld and tmifomdy square in cross-section with flat sides,small comer radii and excellent torsional qualities.Available shaft widths shall be 4 and 5 inches. 3.Handhole-A rectangular reinforced handhole shall have nominal dimensions of 2-5/8"x 4-5/8"for all shafts. 4.k rntat ling-A ground hug shall be located inxmediately inside the handhole tapped for 1/4-20 UNC ground bolt(Grounding bok and grounding wire to be provided by others). 3 5.Anchor Base-Anchor base shall be fabricated from hot-rolled carbons steel plate that meets or exceeds a minimum yield strength of 36,000 psi.The anchor base shall be provided with slotted holes. ` S.Base Cover-Base cover shall be of two piece sheet metal construction,finished to the same color as pole,and furnished with appropriate hardware. 0 7,Anchor Bolts-Anchor bops shall be made of 3/4"or 1"diameter steel rod having a minimum yield strength of 50,000 psi.The top 12"shall be galvanized per ASTM A-153. 4 18" 8.Welding-Each weld is prepared in accordance with the requirements of AWS D1.1 structural welding code and welded by certified welding personnel. Finish-The pole shall be shot blasted to remove all rat,dirt and oils.The finish shall be applied within a maximum of eight hours after shot blasting.The pole shall be finished,with a rJ minimum 8-12"1 thickness,in a TGIC polyester powder coat paint formulated to match the luminaire finish.The pole will them be treated with a finishing dear top coat that will aid cleaning in the event of vandalism and will help minimize color fading. Optional Trinity Plus Coating Process-An optional coating process shall be available for the 1 D.1/2" pole that provides an even greater degree of corrosion resistance.It shad consist of an epoxy resin undercoating applied to a rnindrnum 0.8-mil thickness,a powder coat primer finish,a DIA. TGIC polyester powder coat finish,and finally a dear coat top finish.The Trinity Plus Coating process shall have a 10 year maruAactwer's warranty against rust and corrosion. 11"sq. / I Itfspeetion and Packaging-All poles shall be thoroughly inspected and packaged to arrive at 1 their destination safe and withourt damage. WARNING:The information contained within this document is intended as a general guideline only. The cu storner is solely responsible for proper selection of the pole,luminaire,accessories,and foundation under the given site conditions and intended usage.The mounting of arry items to the pole, in addition to the luminaire,will dramatically impact the EPA load on that pole.It is strongly s recommended that a qualified professional be consulted to analyze the loads given the user's specific needs to ensure proper selection of the pole,Itminaire,accessories,and foundation.Day-Brice Lighting and Genlyte Thomas Group,LLC assume no responsibility for such proper analysis or product selections.Failure to ensure proper site analysis,pole selection,loads and installation can result in pole failure,leading to serious injury or property damage. MOUNTING CONFIGURATION 2-3/8"TENON T TENON 2"OLE DRILLING 4 NOIE DRILLING (S"ONLY) 3•pD.-1--I -4. 3'OD. 23/4' 3' J- ac 4. BOLT LENGTH sit'L-1 D t r DIAMETER 3n e vte•e r not e 4 HOO r r t- � I ORs�—1 pRS4 -�pas �s �s LENGTH Visit our web site at www.daybritelghting.corn or www.nbebrites.com 776 South Green Street Tupelo,W 38804 Phone-.662-842-7212 Fax:662-841-5501 189 BuNodk Drive Markham,Ontario Canada L3P iW4 Phone:WS-294-9570 Fax 905-294-8911 DY �� �9 PA-46021.1 Day-idrite Ogt"reserves the right to make charges without notice.September 2W1.DL2.sM09 i1 ay y Gerdyte Thomas Group,LLC® -LARGE GLASS LOW NITER WLRPROFILE WALL PACK BMTES 250-400 watt Metal Halide CJ-'FG�J 250-400 watt High Pressure Sodium JOB NAME ton_'f" RCl!iC.�✓ t��v TYPE The Large Low Profile wall Pack offers reliable performance with a wide range of uses.It __-- delivers the lighting needed for the exteriors of rM retail buildings,businesses,walkways, underpasses or entrance doors. ccr ORDERING MATRIX SAMPLE CATALOG NUMBER: WLR40OWT-LP Pa wLR y� 4 r, - VCWL►2 FIXTURE LAMP SOURCE OPTIONS(odd suffiul WLR M-Metal Halide LP-Lamp with Fixture S High Pressure WDF-Wired Double Fuse" Sodium WSF-Wired Single Fuse" WATTAGE VOLTAGE FootnoMex 250-250 12- 120 'Use with 208,240,and 480 volt. 400 400 20 208 "Use with 120,277,and 347 volt. 24-240 General Notes: 27-277 All options areinstalled. 34-347 Mogul Base lamp. 48-480 Al accessories are field installed. DT- 120/277 MT- 120/208 Warr Refer to and follow lornp manufacturer's and instrudions 240/277 "9s ACCESSORIES(order saleh!1 WGWLR-Wire Guard VCWLR-Cutoff Visor VSWLR-Vandal Shield RDA-WLR-Replacement Door Assembly PEC-MT- Photo Control muhi volt PEC-48- Photo Control 480 volt (For additional descriptions of Wall Light accessories refer to sheet number OA-50030.1) s- 7t7 DIMENSIONS ENERGY DATA IL 2-3/4" HIGH PRESSURE SODIUM CWA BALLAST INPUT WATTS 250 watt-295 watts M 3-1/2 400 watt-464 watts T METAL HALIDE o 6 1/2" 1/2"NPS TAPPED HOLE(2) CWA BALLAST INPUT WATTS a 250 watt-285 watts CAC 1 400 watt-485 watts N 5/16"DIA.K.O.(3) 15-1/2" O SHALLOW BACK BOX 0 5-3/8" T' d 5/16"DIA.K.O.(3) 5I3/4" O 211-7/8" J�o 1/2"NPS TAPPED HOLE(2) M DEEP BACK BOX 3 fI 14" e-1/2' D . m) WEIGHT-35 lbs. (max.)(4318 (355.6 (215.9 m�in) r 9-1/2" D (241.3 min) n (400w MH,400w HPS, (250w MH) WL-43030.1 250w HPS) _ M L PHOTOMETRICS CATALOG NUMBER: WLR400M LIGHT LEVEL MULTIPLYING FACTORS TEST NUMBER: WLR400M I 2 fc LAMP: METAL HALIDE MOUNTING MULTIPLIER I fc WATTAGE: 400 HEIGHT LUMENS: 36,000 40' 0.39 5 fc TILT ANGLE: 0° 35' 0.51 2 MOUNTING HEIGHT- 25 FEET 30' 0.69 .2 fc 25' 1.00 20' 1.56 A fc 15' 2.77 3 ADDITIONAL TEST NUMBERS DESCRIPTION/CATALOG NUMBER TEST NUMBER WLR250M WLR250M 2 1 0 1 2 WLR400S WLR400S UNITS SHOWN IN TERMS OF MOUNTING HEIGHT WLR250S WLR250S INITIAL FOOTCANDLES SHOWN PRODUCT FEATURES UL 1598 Usled wet location,25"C ambient, and feed-through wiring for all lamp waNages listed. 1.Heavy duty two piece,die cast aluminum 2 r1-1 F 0 housing. I I 2.Specular anodized aluminum reflector. to I I I I 3.Silicone gasketing provides protection o I I o against moisture. 0 4.Mounts diry to 3-1/2"octagon or 4" Q square outlet box. 5.1/2"NPS tapped holes provided in three rJ locations for surface conduit entry or optional photo control. 6.Field adjustment bracket permits simple 6 adjustment of beam angle. 7.Dark bronze polyester powder finish for impact,corrosion and UV resistance. 7 8 9 8.Clear prismatic borosilicale glass refractor is thermal and shock resistant. 9.Integral cast-in aluminum hinges permit complete removal of lens frame assembly without tools. Visit our web site at www.daybntellghfing.com 776 South Green Street Tupelo,MS 3880A Phone:662-842-7212 Fax:662-841-5501 189 Bullock Drive Markham,Ontario Canada L3P 1 W4 Phone:905-294-9570 Fax:905-294-8911 Day-Brite®Lighting WL-43030.1 Doy-Brite Lighting reserves the right to make changes without nofice.©Fe6ruary 2005.DL.5M0205 Day-Brite Lighting is a Genlyte Thomas Group. B'''A"''E WALL LIGHTING NITERK TYPE ACCESSORIES S ORDERING INFORMATION CATALOG NUMBER CATALOG NUMBER CATALOG NUMBER CSH-PE12-PHOTO CONTROL FSF-SINGLE FUSE HOLDER FDF-DOUBLE FUSE HOLDER CSH-PE27-PHOTO CONTROL CSH-PE34-PHOTO CONTROL �V V 0 � ® m 9 1 t For use with CSH For use with WILL,V"&WU For use with WILL,WLM&WU Field installed button type photo control.Use CSH-PEI2 For use with KTK type fuse,an 120,277 and 347 volts. For use with KTK type fuse,on 208,240 and 480 volts. for 120 volt.Use CSH-PE27 for 208 through 277 volt. Fuse holler only.Fuses supplied by others unless Fuse holder only.Fuses supplied by others unless Use CSH-PE34 for 347 volt.Not available in 480 volt. specified.Weight.2 oz. specified.Weig t 4 oz. Weight.4 oz. CATALOG NUMBER CATALOG NUMBER CATALOG NUMBER GSWLL-GLARE SHIELD FOR WLL PC-MT-PHOTO CONTROL TWIST LOCK KC-MT-PHOTO CONTROL GSWLM-GLARE SHIELD FOR WLM PC-48-PHOTO CONTROL TWIST LOCK PEC-48-PHOTO CONTROL To.O B For use with WLM&WILL For use with WILL,WLM&WU For use with WLL,WAN&WU Glue Shield provides 90°cutoff.Dark Bronze finish. Field installed twist lock photo control for use with PCR Field installed photo control,1/2"pipe nipple.Order Mounting hardware included. twist lock receptacle.Order PC-MT for 120,208,240, PEC-MT for 120,208,240,277 volt.Order PEC-48 for GSWLL=Weight.16 oz. 277 volt.Order PC-48 for 480 volt.Weight:4 oz. 4B0 volt.Weight:7 oz. GSWLM=Weight:1 I oz. \ CC CATALOG NUMBER` p CATALOG NUMBER CATALOG NUMBER G C W L 1C r VCWU-CUTOFF VISOR FOR WLL VSM-VANDAL SHIELD FOR WLL WGV4U-WIRE GUARD FOR WLL VCWLM-CUTOFF VISOR FOR WLM VSWW-VANDAL SHIELD FOR WLM WGV"-WIRE GUARD FOR WLM VCWU-CUTOFF VISOR FOR WLR VSMR-VANDAL SHIELD FOR WLR WGWM-WIRE GUARD FOR WLR = VCWLP-CUTOFF VISOR FOR WLP VSWLP'VANDAL SHIELD FOR WLP WGMV-WIRE GUARD FOR WLP VCWU-CUTOFF VISOR FOR WU Z VCWLA-CUTOFF VISOR FOR WLA Z a ------ n - - - - - m For use with WLP,WAR,WAN&WLL For use with WLP,WLR,WLM&WILL CA Vandal shield for wall lights.Polycarbonafe,U.V. Wire guard for wall lights.Zinc plated.Mounting O stabilized.Mounting hardware included. hardware included. For use with WILL,WAN,WLR,WLP,WU&WLA VSWLL=Weight I lb.4 oz. WGWLL=Weight 14 oz. Cutoff visor provides,Ucutoff.Dark Bronze finish. VSWLM=Weight:1 lb. WGWLM=Weght:11 oz. m Mounting hardware included. VSWLR=Weight 1lb.4 oz. WGWLR=Weight T 4 oz. N VCWLL=Weight.4 Ito. VSWLP=Weight 1 Ito. WGWLP=Weight 11 oz. VCWLM=Weight.3 lb. VCWLR=Weight.4 lb. VCWLP=Weight:3 lb. VCWU=Weight.3 lb. OA-50030.1 VCWLA=Weight 3 lb. U,1 LR ty e lx}V�? � Gv+o f1-7s�,eil • t , NITER WCL-LARGE CUTOFF BRITES WALL PACK 250-400 watt Metal Halide O JOB NAME Post Road Stages 250-400 wait High Pressure Sodium 250-400 wait Pulse Start Metal Halide W TYPE The WCL large Cutoff Wall Pads offers a sleek design and cutoff performance with a wide 3) �d ®P✓ �n JCL I1E' range of uses.It delivers the lighting needed for rm the exteriors of retail buildings,businesses, _ walkways,underpasses or entrance doors. ORDERING MMM SAMPLE CATALOG NUMBER: WCUOOMMi U` wp 50 4 MT — PECMT FAWY LAMP SOLIRfF t]PTIOMS Ladd as wfrad WCL. M-Metal Halide LP•Lamp wide Ecm w S-High Pressure WDF-Wired Double fi,se`� Sodiun wSF-Wired Single Fuse" P-Pulse Sort Mewl HalidePSC-Pulse Sb Bak at CWA Bast must abo0— AW TTAGE bespecified) 12 TAGS wP Metal He ide On-250 ly 320 320a 20-208 "Use with 208,240,and 48 wIt. 350-350n 24-240 'Use with 120,277,and 347 wft. AM-400 27-277 Genecd pakc 34-347 Atl optiom are rnstoled. 48-480 Mogul Base lamp DT-120/277 A9 accessories are imlalled. MT-I20/208 240/277 Warms¢Re6 to lanp nianv6 iurees womings and ACCESSORIES fader secaroleM m:fnrarorrs WGWCL-Wire Guard RDA-WCL-Replacement Door Assembly PEC Mr-Phob C«r4o1 mul6wok PEC-48-Mwlo Ca"480 wA (For additiorwl descroons of Wall U96 accessories refer to Jed nurnber OA-50030.) DIMENSIONS ENERGY DATA 4-13/16" HIGH PRESSURE SODIUM CWA BALLAST INPUT WATTS 250 watt-295 want 2-3/4 ' 400 waft-464 woes MEWL HALIDE CWA BALLAST INPUT WATTS tt7 3-1/2' 250 watt- lls 285 waft 400 wall- gs 485 waft r p PULSE START MEWL HALIDE 61 I/4' CWA BALLAST INPUT WATTS .� 250 watt-288 waftM 1 1/2'NPS TAPPED HOLE 320 watt-368 wars A p 1 •• 350 watt-400wans C 5/16"DIA.K.O.(3) 400 watt-452 waft O �— 14-1/2" In � 17, 13.5/8" --y{ a (431.8 mm) (346.1 mm) WEIGHT=35 lbs. bnax) r 9" A (228.6 mm) WL-43160 PHOTOMETRICS �J5 LIG ff LEVEL CATALOG NUMBER: WCL400M ��y�,FACTORS TEST NUMBER: 248511 LAMP: METAL HALIDE MOUNTING MULTIPLIER 2 WATTAGE: 400 HEIGHT 5 LUMENS: 40,000 40' 0.39 .2 TILT ANGLE: 0° 35' 0.51 2 MOUNTING HEIGHT: 25 FEET 30' 0.69 25' 1.00 20' 1.56 15' 2.77 3 ADDITIONAL TEST PLUMBERS DESCRIPTION/CATALOG NUMBER TEST NUMBER WCLI50S 24856 2 i o r 2 WCL250S 24854P UNITS SHOWN IN TERMS OF MOUNTING HEIGHT WCLAOOS 24854 INITIAL.FOOTCANDLES SHOWN WCL175M 24853P WCL250M 24853 PRODUCT FEATURES UL 1598 Listed wet location,25-C ambient, 3 and feed tlxough wiring for al lamp listed. 1.Heavy duly two piece,die cast aluminum housing. 5 2.Akmtirwm reflector. Li 3.Silicone gasketing Rovides protection Z ° against moisture. A.Mounts ch.. f Ia 3-1/2"odogon or 4' squae cadet box. 4 5.1/2'"IS lapped holes provided in two loccdions for surhze conduit miry or optional photo cordrol. 6.Dark 6 ma polyester powder 6sh for ] impact corrosion and UV resistance. 7.Mwegrd ant-at d mwvjm hinges. 8.Clear tempered gkw lens is thermal and $ 6 shock resistant. Yrsit our web site at www.daybr4elghfi%oom 776 South Green Sheet Tupelo,MS 38804 Phone:662-842-7212 Fox:662-841-5501 �/� 189 Bulock Drive MoMxn,Oniono Canada L3P 1W4 Phone:905-294-9570 Fmc 905-29A-8911 Day-Brits Lighting��n ry L-43160 Lby-trite Lighting reserves the right to make chwves without notice.®September 2004.DL2.SM0904 Lay-Brice Li Owing is a Genlyte Thomas Group. NITER SBX400-AREA/SITE LIGHT BRITES TYPE IV FORWARD THROW 150-400 watt Metal Halide 150-400 watt High Pressure Sodium JOB NAME Pn 5-f jest`o'{yG 150-400 watt Pulse Start Metal Halide W TYPE The SBX400 Area/Site Luminaire puts light exactly where you need it,with no spill light. rM Tough and attractive,this Luminaire can light roadways and large areas with control and or precision. ORDERING MATRIX SAMPLE CATALOG NUMBER: SBX400MMT FWT-PE SBX 'if'00 4 MT — FWT� — FAMILY LAMP ISO�URCE IESTYPE SBX M-Metal Halide FWT-Forward Throw Type IV" S-High Pressure Sodium P-Pulse Start Metal Halide(Ballast option must also be specified) WATTAGE VOLTAGE OPTIONS(add as suffix) 150-150 12-120 A-Adjustable Arm 175-175' 20-208 PCRPC-Photo Control and Twist 200-200" 24-240 Lock Receptacle 250-250 27-277 (Control matches 320-320'° 34-347 specified voltage) 350-350'° 48-480 PE-Photo Control(not 400-400 MT-1201208 available in 480 volt) FooUmtes: 240/277 PSC-Pulse Start CWA 'Standard Metal Halide only. TT-120/277 PSR-Pulse Start Reactor Ballast" "Requires ED-28 size lamp. ACCESSORIES(order seaaral" 347 WDF-Wired Double Fuse" 30Pu�e Start Metal Halide only. MCLVS- Visor Shield WSF-Wired Single Fuse" "Nat available in standard Metal Halide. MCLGS- Glare Shield "Available in 400 watt and below,except for 175 watt.277 volt only. MCLHSS- House Side Shield "Use with 208,240 and 480 voh. MCLRPA4- 4"Round Pole Adapter "Use with 120,277 and 347 volt. MCLTAI OR- Tenon Adapter(2-3/8"O.D.)drilled for one/incl.MCLRPA4(Round Pole) MCLTA20R- Tenon Adapter(2-3/8"O.D.)drilled for two at 180 degrees/ind.MCLRPA4(Round Pale) General Notes MCLTA30R- Tenon Adapter(2-3/8"O.D.)drilled for three/incl.MCLRPA4(Round Pole) All options factory installed. MCLTA40R- Tenon Adapter(2-3/8"O.D.)drilled for four/incl.MCLRPA4(Round Pole) Mogul base lamp only. MCLTA10S- Tenon Adapter(2-3/8"O.D.)drilled for one(Square Pole) All accessories are field installed. MCLTA20S- Tenn Adapter(2-3/8"O.D.)drilled for two at 180 degrees(Square Pole) MCLTA30S- Tenn Adapter(2-3/8"O.D.)drilled for three(Square Pole) MCLTA40S- Tenn Adapter(2-3/8"O.D.)drilled for four(Square Pole) MC10- 5"SQ Wall Mounting Plate 206WBR- 5"SQ Thru Wire Box MCL11A- 11"Arm N MCLARMTLRSC- 6"arts with Twist Lock Photo Control and Shorting Cap W (For additional descriptions of Area/Site Lighting accessories refer to sheet number OA-50020.) X DIMENSIONS ENERGY DATA ' b 0 HIGH PRESSURE SODIUM 0 �- HX BALLAST INPUT WATTS 6" 7-1/2" 150 watt-188 watts (152.4 mm) El 1-1 (190.5 mm) CWA BALLAST INPUT WATTS rr'f 200 watt-240 watts 250 watt-295 watts y TOP OF POLE I I 310 watt 365 watts ___T 6-1/2" I- 191, 400 watt-464 watts M 7/16' 2-3/4" (165.1 mm) (482.6 mm) METAL HALIDE 5/8" 7/16" 1„ HX BALLAST INPUT WATTS 1 150 watt-185 watts = CWA BALLAST INPUT WATTS --I 150 watt-189 watts 10° 175 watt-210 watts 3" 14-3/4" 200 watt-232 watts (76.2 mm) (374.7 mm) 250 watt-295 watts M 320 watt-368 watts 350 watt-400 watts C 400 watt-458 watts EPA= 1.50 sq.ft. WEIGHT=40 Ibs. (max.) AS-42012 PHOTOMETRICS CATALOG NUMBER: SBX400MMT-FWT LIGHT LEVEL TEST NUMBER: SBX400M4 MULTIPLYING FACTORS 1 LAMP: METAL HALIDE MOUNTING MULTIPLIER WATTAGE: 400 HEIGHT 0 LUMENS: 36,000 40' 0.39 TILT ANGLE: 01 35' 0.51 MOUNTING HEIGHT: 25 FEET 30' 0.69 1 25' 1.00 20' 1.56 5 fc 15' 2.77 2 2f 1 ADDITIONAL TEST NUMBERS 5f 3 fc DESCRIPTION/CATALOG NUMBER TEST NUMBER .1 fc SBX400SMT-FWT SBX400S4 3 2 1 0 1 2 3 UNITS SHOWN IN TERMS OF MOUNTING HEIGHT INITIAL FOOTCANDLES SHOWN PRODUCT FEATURES LIL 1598 Listed suitable for wet location and 25T ambient for all wattages listed. o 0 0 0 1.Lens frame opens by releasing a stainless steel latch. 2.One-piece hinged,die cast aluminum door with heat and shock resistant tempered 2 glass lens. 3.Durable formed reflector with dear 3 anodized finish. 4.Rugged one piece die cast aluminum housing. O 5.One piece silicone rubber gasket seals door to housing. 5 6.Swing-down ballast tray allows for easy maintenance of all electrical components. 7.Dark bronze polyester powder finish for excellent impact,corrosion and LIV 6 resistance. 8.Die cast aluminum arm with integral wiring O compartment and slide access cover standard.Designed to mount to minimum 4 inch square pole. 8 Visit our web site at www.daybritelighting.com 776 South Green Street Tupelo,MS 38804 Phone:662-842-7212 Fax:662-841-5501 AS-42012 189 Bullock Drive Markham,Ontario Canada L3P 1 W4 Phone:905-294-9570 Fax:905-294-8911 Day-Brlte Lig„ !ng Day-Brite Lighting reserves the right to make changes without notice.®September 2001.DL2.5M0901 Day-Brite Lighting is a Genlyte Thomas Group. / 7 \, \ UPLIMLAND-REVIEW AREA F. 13 pp6-� � ,f� EXIST. GRAVEL / PARKING LOT W.F. 12 \� ACCOMODATES / \ APPROX. 30 CARS / W.F ' 6" TR \ / N/F • N, 12" TREE s SNET#2518 FRANCES S. COLLIE FL A POLE \ Ns /ISLAND NDSCAPED �7j � \ \ "MAkBOX SNET#5293 .F. pp. W ` l cc \ \\ 12" MAPLE O \ R TE DUMP CONVERT EXIST CB TO SMH R�pOc� MAIL BOX SEE AILS E ET SU / / TO CLOSE TOP / DUMPSTER / C.B. 0 BE RELOC ATEJ EXIST. LAV DUMP �/ W.F. 1 DISCHARGE TO SAN. SEWER ` SNET#5293 R oCA 500 ON FUTURE FACADE OP TAN �I ROVEMENTS \ EXIST. BUILDING G A IQZ7 STRONG ROAD � NEW ITUMI US P EN 779 S\ 7S7 .F. NEW BIT. URB Lt 1 30 PHASE 2 C. p RO ONS VATI FUTURE EXPA SION qp ASE NT 1 5 A L T 4046 S.F. / FF:76.50 / T R F " SE A • �.,T• PHASE 1 1 /a PR 0 7 S.F. I 1 24" PINE ac 24° GAS PAD / IZ / BIT. AVEMENT / J� 20. / �/S1` I / / / TANKA 3 CpNC STORGE .F. 3 / / \ / // / EXISI- M.$ � U 15 M. / BUILDING "t i g / EXIST. BUILDING 1781..S.F. z •F / / / / 5,000 S.F. 3 PAR G / / BUS PARKING is W.F. A 1 / / (8 BUSES) /\ ``ALES / - 1 06" TREE REE N G �. 12" PIE t Ss??•82• F ' 48" ELM 1b - W.F. gx 'tOO \ 1 W.F. 102 /�ej \ /" LP. F W.F. 103 3 ss 4O�Op• ° FRANCES COLT W.F. 104�A• LIMIT OF 80' 1 UPLAND REVIEW AREA 1 W.F. 105 W.F. 106 Kelli Koehler- RE: 04-23P Post Road Sta es Pa e 1 From: "William Lanning"<W Lanni ng@southwi ndsorfire.org> To: "Kelli Koehler"<koehle@southwindsor.org> Date: 3/29/04 4:32PM Subject: RE: 04-23P, Post Road Stages -----Original Message----- From: Kelli Koehler[mailto:koehle@southwindsor.org] Sent: Monday, March 29, 2004 2:14 PM To: Bob Deptula;Jeff Doolittle; Chris Dougan; Ray Favreau; Matt Galligan; Mike Gantick; Kristian Lindstrom; Sgt. Rich Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead;William Lanning Subject: 04-23P, Post Road Stages Please respond with any comments. Thank you.i No Comment At This Time Wm.R. Lanning Kelli Koehler Re 04 23P Post Road Stages Pa e 1 From: Bob Deptula To: Kelli Koehler Date: 3/30/04 8:52AM Subject: Re: 04-23P, Post Road Stages No Comment >>> Kelli Koehler 03/29/04 02:14PM >>> Please respond with any comments. Thank you.i Apr 05 04 10: 41a Design Professionals 860-291 -8757 p. 2 DESIGN PROFESSIONALS, INC. civil engineers-planners -surveyors gis-gps -landscape architects LETTER OF TRANSMITTAL TO: The Connecticut Water Company DATE: April 1, 2004 93 West Main Street Clinton, CT 06413-1600 RE: Post Road Stages Site Plan and DPI Project No.: 1433 Public Water Supply Aquifer Area Project Notification Form 1105 Strong Road South Windsor, Connecticut WE ARE SENDING YOU: ® for your use ❑ at your request ❑ for approval ❑ for your files ® for review and comment ❑ other THE FOLLOWING One(1) copy of the completed Public Water Supply Aquifer Area Project Notification Form and one(1) copy of the Site Plan which has been submitted to the town commission for review. The project consists of an access drive, additional parking, and the construction of a water quality basin. Currently all runoff from the site is discharging directly to the wetlands or to the town storm management system. The proposed water duality basin will detain and treat the runoff before it enters the wetlands. Additionally, the new enclosed lav dump/wash bay facility will discharge through an oil/water separator before continuing into the town sanitary sewers. The proposed construction will be a benefit to the site, the Town and to the health of the surrounding wetlands. Please review and contact us if there are any comments or questions. Thank you. DESIGN PROFESSIONALS, INC. Y Rebecca A. Meyer Project Engineer 165 South Satellite Road, South Windsor;Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 Email:dpicivilaol.com Apr 05 04 10: 42a Design Professionals 860-291 -8757 p. 3 Public Water Supply Aquifer Area Project Notification Form Requirement: All applicants before a municipal Planning and Zoning Commission,Inland Wetland Commission or Zoning Board of Appeals for any project located within a public water supply aquifer area are required by Sections 8-31 of the CT General Statutes to notify the affected water utility by certified mail within 7 days of the date of the application. General Information: 1. Location map of the project site(please show enough information to locate site). See Site Plan Cover Sheet 2. Site plans including soil erosion and sediment control plan which have been submitted to the town commission for review. 3. Project address 1105 Strong Road, South Windsor, CT 4. Total acreage of project site 154,690 s.f. 5. Existing land use Charter Bus Company 6. Project description(include propose uses) Construction of an access drive, additional bit. parking area, water quality basin, building additions installation of well to service existing & proposed buildings & installation of indoor lav dump/wash bay, oil-water separator and related sane ary . manes. AdattTons n be servtce buitdings for--bus-na-intenance. 7. Acreage of are to be disturbed including structures,additions,paving, and soil disturbance Total area of -disturbance: 40,280 sf (0.92 ac) Addtions: 5300 sf, Paving: 19196 sf, Soil Disturbance: 15784 sf 8. Type of sanitary system(circle one)-septic system6 ublic sewe /other/none 9. Number of existing or proposed floor drain and their point of discharge e.g. sanitary sewer,holding tank,or ground 1 in_lav dump to discharge to sanitary sewer 1 in wash by to d;^harae to oillwater separator, then to sanitary sewer 10. Water accessed by(circle one) rivate wel public water/other/none; If other,please specify 11.Distance of site disturbance to nearest watercourse or wetland 0 - Disturbance partially in wetlands on site Apr 05 04 '10: 42a Design Professionals 860-291 -8757 p. 4 12.Brief description of existing or proposed stormwater management system,including roof drainage,paved areas etc_, and discharge points e.g_municipal sewers, drywells, streams,vegetated areas, detention basins etc_ All proposed paved areas and majority of ckisting paved areas to discharge to stormwater treatment basin. Remaining paved areas to daschar_ge:to town stormwater management system. 13. Type of heat for facility Heating oil with propane supplement 14. List of existing and proposed underground or above-ground storage tanks including age,capacity and contents Heating oil: 4 yrs_ above ground, 275 gallon Diesel Propane: 3 yrs, above ground fuel: 4 yrs, above ground 500 gallon 10,000 gallon 15. List of potentially harmful chemicals stored or used on property(existing and proposed) and typical onsite volumes, including but not limited to petroleum products, lubricants, solvents,detergents and pesticides 1 - 500 gal engine oil (inside) 2 - 250 gal engine oil (inside) 1 - 1000 gal waste oil (inside) �^ 1 - 155 gal cleaning detergent (inside) 16. Describe any wastes generated and their means of disposal Lav dump to discharge to sanitary sewer; Wash bay to discharge to oil/water separator then to sanitary sewer; Waste oil disposed of by licensed hauler 17.Date application will be heard by Planning and Zoning Commission April/May 2004 18. Date application will be heard by Zoning Board of'Appeals N/A 19.Date application will be heard by Inland Wetlands Commission April 21, 2004 20.Name, address and telephone number of contact person for the project Galen B. Semprebon, P.E., Design Professionals, Inc. (860) 291-8755 Rebecca A. Meyer Name of person completing form ignaturd*' Date Apr 05 04 10: 42a Design Professionals 860-291 -8757 p. 5 `v'-`l::. = 5•'.ire 43j..:ra:?3x'. C +{-`fit•. '} F:. ' „YL'hi+ • •h'ev i'y kKEX VISA A rbill tt.mhar 2735 8 6 3 4 �i,yp """a'lE$S It`'a:Cis "e.�7ak�:f;?r=:3"^3tz2F•cx:air.-�.r"�a_�..E.`'e `ei��1�:, r,j1.�.• ..:� From -Pd.raadPaa.Aad .4a Express Package Service - - Packagesapto1Seib9 'endersFedFx .�1 Oemnycm.ianw.Ny6ehtar nswxwaas; Date AccnuraNumher 1090-6781-5 � Fed&PAi a p enlight ❑FedE.Standard Overnight FedExFaatOve r4A III�Naueva.oa� Nww�ae:.r�ao�a &ranaoaa�: ,a amMwymwdec[bnkaa senders p p�r Name �'((� 1 L I Phmte(860) 291-8755 ❑sFeffxd 2pay ar ❑tFedd Sauer kw�t--- redaf-%I.Wralanocaewmhae.awwan ehwae:One•wwMrN. --J Com"ny DESIGN PROFESSIONALS INC 4b Express FreightSenfice Packegesurer15016s v, owwryem�asw■a.,yeeelerosa.�eweas ❑ FNedRIDyy relght• ElayFw ght L�nFWEx D. 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DPI Proj.No.: 1433 OUrgent LI For Review ❑Please Comment OPiease Reply ❑Please Recycle •Comments: Marcia, I am sending you a copy of the transmittal letter and a copy of the application sent to Connecticut Water Company regarding the Public Water Supply Aquifer Area Project Notification Form required as part of our recent application.The application and plans were sent via FedEx on April 1, 2004. 1 am also sending a copy of the label as proof of mailing. If you have any questions or comments please feel free to contact me. Thank you, Becky Meyer Project Engineer MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer !�0 Date: 4/12/04 p RE: App 04-23P—Post Road Stages Site Plan I have reviewed the site plan application for the proposed improvements to the Post Road Stages Site at 1105 Strong Road, and have the following comments: 1. What is the drainage/sewer structure in front of building shown as Conc Pad? Label this and show the connection to either the sanitary sewer or storm sewer. If it is connected to the sanitary sewer remove it or convert it to a SMH to close the top. 2. Extend the proposed grass island in the front from the road to the building 3. Why is there a proposed 8" sewer connecting into an existing 6" sewer lateral? Sewer lateral sizes should be the same or increase downstream. The proposed slope of 0.5% is below 2% suggested slope. Increase the slope and/or provide calculations that show a minimum cleansing velocity of 2 fps. 4. Move the manhole and connection of the sewer pipe from the proposed lav dump and pipe from the proposed oil/grit separator to the comer where this line turns 900 and heads north. 5. Label and/or shade the new bituminous pavement on the plan. 6. Is there a curb along the western edge of the new bit pavement? If so, label this. 7. Add a note that the max slope is to be 3H:1 V. 8. Suggest a guardrail at the top of the slope, just off the west edge of the proposed pavement. 9. How does the surface runoff from the pavement get to the proposed detention basin? There should be rip rap leakoff area(s) shown. 10. Show details for both ends of the outlet pipe from the detention basin. The table in Appendix C of the Stormwater Management Plan shows one 15" outlet. The site plan shows a 6" pipe. Please check this and correct the inconsistency. 11. Show a rip rap overflow spillway on the site plan as discussed in the Stormwater Management Plan. 12. Provide spot elevations for the top of the detention basin berm on the site plan. The top of the berm needs to be at least elevation 74.15 to provide 1 foot of freeboard during the 100 year storm. q; M 4 13. Page 3 of the Stormwater Management Plan refers to runoff and drainage to the east to the proposed detention basin. Should this be to the west? 14.Show the location of a topsoil stockpile and anti-tracking apron on the site plan. Where is the Sediment Trap located? There are only details for these items. 15. The Bituminous Concrete Pavement detail is not clear. Two layers are shown and three are labeled. Is there any Class 1 Bituminous Concrete included? This is usually the base course of pavement. This needs to clearly show the thicknesses of the pavement subbase, base and pavement layers. 16.WPCA review and approval is required for this application Please call me if you have any questions. South • • Planning Department Memo To: Galen Semprebon, Design Professionals, Inc. From: Michele R Lipe,Assistant Director of Planning Date: 04/20/04 Re: 04-23P, Post Road Stages Planning Department review comments: 1. Zoning data table should reflect parking requirements based on use/number of employees and the number of spaces existing. 2. A cross travel easement for travel and parking should be shown between the Post Road Stages lot and the existing property of Frances Collins to the east. 3. Is there any new landscaping proposed? Is there any new lighting proposed? If so, these items should be reflected on the plans. Engineering comments were forwarded previously on 4/12/04. This item has been schedule for the May 11, 2004 Planning and Zoning Commission meeting. Revised plans must be in our office by Wednesday, May 5,2004. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280 e-mail banach _southwindsonora 0 Page 1 MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 5/10/04 RE: App 04-23P—Post Road Stages Site Plan I have reviewed the revised site plans for the proposed improvements to the Post Road Stages Site at 1105 Strong Road. Most of my previous comments were addressed, however I have the following comments about the revised plans: 1. The structure in front of the building is labeled as the existing lay. dump and the applicant has said the want to keep this as a second lay. dump for the Y p p buses. Please explain why this second dump is necessary and how often it will be used. I still recommend this structure be modified such that the CB top is replaced with a sanitary manhole frame and cover to securely close it when it is not being used. This will have to be reviewed and approved by the WPCA. 2. 1 still recommend that the proposed front grass island be extended from the road to the building and more landscaping added. The applicant has indicated that they need this lane for bus circulation. I would like to hear more about why this lane is needed when they are constructing more paved area for circulation around the back of the buildings and how often they anticipate buses using this front circulation lane. Additional landscaping and green space would break up the large amount of pavement in the front and provide an opportunity to enhance the site appearance. 3. Details on the construction of the new sewer lateral from this site to the road need to be reviewed and finalized. Will the old grease trap and line to the east of the building remain or be abandoned? 4. What type of 15" pipe will be used for the detention basin outlet? Show details for the flared ends of the outlet pipe from the detention basin. 5. 1 could not find the existing water service for this building. Please show this on the plans and verify that it does not conflict with any of the proposed work. 6. WPCA review and approval is required for this application Please call me if you have any questions. ION4 N Se4 * F -own, �S-OtdA O J c �`' 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR.CO TELEPHONE (860) 644-2511 CERTIFIED MAIL May 24, 2004 Mr. Galen B. Semprebon Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Re: Appl#04-23P,Post Road Stages Site Plan Dear Mr. Semprebon: We are pleased to advise you that the Planning&Zoning Commission voted on May 11,2004 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of a garage facility and site improvements on property located 1105 Strong Road, RR Zone as shown on plans prepared by Design Professionals, Inc., Job No. 1433 dated May 4, 2004 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including a bond in the amount of$2,000 to ensure compliance with the erosion and sediment control measures and a bond in the amount of $5,000 to ensure the establishment of the stormwater treatment structure. The$5,000 bond is to be held for three growing seasons following construction. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. A landscape bond in the amount of$5,000 is required and must be submitted prior to filing of mylars. Low landscaping must be added to the new entrance island. 6. All plans used in the field by the developer must bear the stamp and authorized signature of - the Town of South Windsor. s . 7. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 8. The building street number must be included on the final plan. 9. The Town Engineer's review comments dated May 10, 2004, must be addressed to the Town Engineer's satisfaction. 10. No bus parking will be allowed on the north side of Strong Road after completion of Phase I improvements. Black and white transparent mylars of Sheet#3 with the above modifications,together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, tip Timothy H. Wentzell, Chairman Planning and Zoning Commission THW/kak cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal 110*N SF4 T-0-0 � �so�A J s � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 October 5,2004 Mr. Bruce Snow Post Road Stages 1105 Strong Road South Windsor, CT 06074 Re:Preconstruction Meeting—App104-23P, Post Road Stages on September 21, 2004 Dear Mr. Snow: IN ATTENDANCE Bruce Snow Post Road Stages 1105 Strong Road 860 644-1531 Priscilla Snow Post Road Stages 1105 Strong Road 860 644-3484 John Jacques Jacques Const. 67 Ridge Road 860 432-1823 Galen Semprebon Design Professionals 165 South Satellite Road 860 291-8755 Becky Meyer Design Professionals 165 South Satellite Road 860 291-8755 Michele Lipe TOSW 1540 Sullivan Avenue 860 644-2511 x252 Berine Drabek TOSW 1540 Sullivan Avenue 860 644-2511 x241 Jeff Folger TOSW 1540 Sullivan Avenue 860 644-2511 x229 Jeff Doolittle TOSW 1540 Sullivan Avenue 860 644-2511 x245 Fred Shaw TOSW 1540 Sullivan Avenue 860 644-2511 x247 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Strong Road. Calcium chloride or water is to be used for dust control as required. 4: Constzuet'the defenfion area'firstas a temporary-sediment trap;s Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist (requested, required) for the following: a. After site is staked out b. All sewer work c. All drainage work d. Preparation of subgrade e. Preparation of subbase, six(6)inch lifts f. Placement of bituminous concrete,two (2)inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. The existing catch basin in the wash area needs to be closed with a watertight manhole cover to reduce stormwater runoff to the sewer system. This structure may need to be raised with new grades and pavement around it. A detail of this needs to be submitted to the Town for review and approval, as a change order. 5. Certification of all products used-- storm pipe, sewer pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. 6. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 7. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 8. All pipe and structures to be backfiiled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 9. Any problems and/or questions regarding construction of this project will be directed to Bruce Snow in the field at phone number 644-1531. 10. Job meetings will be held as needed, and can be called by the developer or Town. 11. Seventy-two (72)hours' notice needed for certificate of occupancy inspection. 12. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 13. Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. 14. No paving after October 15 or before April 15 without written approval from Director of Public Works. 15. A drain layers permits and town inspection is required for any work on sanitary sewer. 16. The conservation easement needs to be monumented before a certificate of occupancy can be issued. 17. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 18. Sanitary lateral locations should be tied down to existing structures and shown on the progress as-builts. 19. During construction of individual sanitary sewer house laterals,the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. The conservation easement document needs to be submitted for review by Town Staff. 3. A mylar of sheet 3 needs to be filed in the Town Clerk's office prior to the issuing of building permits. SNET/NU 1. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4 .fun'alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, L� Je frey B. Doolittle Town Engineer JBD/kak cc: Michele Lipe,Assistant Director of Planning Karl Reichle,Public Works Mel Stead, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET S0y1N SE4 x F y �° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 �r�OsoR T ° TELEPHONE (860) 644 2511 August 4,2004 Design Professionals,Inc. 165 South Satellite Rd. South Windsor,CT 06074 Attn: Galen Semprebon RE: Post Road Stages 1105 Strong Road South Windsor,CT Dear Mr.Semprebon: The South Windsor Water Pollution Control Authority,at its regular meeting of June 1,2004,gave approval for the relocation of existing building sewers and connection to the Town's sewerage system of Post Road Stages located on Strong Road as more specifically shown on plans entitled"Post Road Stages, Inc., 1105 Strong Road South Windsor,CT"prepared by Design Professionals,Inc.,,Drawing No(s).4 of 5 and 5 of 5,dated 2/16/2004,and subject to the following conditions: 1. A solution must be sought to prevent stormwater inflow into the existing wash bay drain. 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 previously 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, ku1[� I QeU� jA Joseph Carino,Chairman r_v t Water Pollution Control Authority JC:dd Cc: Matthew Galligan,Town Manager Michael J.Gantick,Director of Public Works Jeff Doolittle,Town Engineer Marcia Banach,Director of Planning✓ Chris Dougan,Chief Building Inspector TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGM. ORDER CONTACT PERSON. berO M,04tr Phone No. 2ql -97 E>6 Address DeSfqll aofe-Moh'als: mosS o-Skihle — 0 IndSOr C7 0 Site Neifte Fbs+ P&Z No. 6q"�:5 j q31 Owner 13Y Lj CO- o -IS SnOW. Phone No. -hDr) ContractorJAq ut.S ConVwc nature of Ownerljq4al*t Date: signature of Design Engr. Date: C ature/ CHANGE: (Describe location and n of- change-. include Four 4 ) copies es of plan/profile of Change. ) -rvoose ndscape-d ved U m :9 2e, of 0 d .16 island -Ed • as rid S cA pe, w i-f 11 del ne r (0 10, oma Pe ar)L jah sta P f, STWe deaveJ bA.Ct I+ la roe OndsCo A "(-kS W- 4 ors Wheel. '-Jarld r.It o r fhe&k Hf m L-S) Reason for hange: (Why is changd required) A I P7 t7l : 1 r' ir'14 4-60m. 71. APPROVALS: (As RequiredI Dir. Of Plannin, Dated Town Engineer k Date: `7 Dir. ,.of Public W ks Date: Other: Date: STAFF COMMENTS: White Town Engineer Yellow Applicant - Pink Director of Planning Goldenrod Engineering Departme nt T .SOW N Sf4 -0-i", O-P C� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�4SOR-CO TELEPHONE (860) 644-2511 October 5,2004 Mr. Bruce Snow Post Road Stages 1105 Strong Road South Windsor, CT 06074 Re:Preconstruction Meeting—App104-23P, Post Road Stages on September 21, 2004 Dear Mr. Snow: IN ATTENDANCE Bruce Snow Post Road Stages 1105 Strong Road 860 644-1531 Priscilla Snow Post Road Stages 1105 Strong Road 860 644-3484 John Jacques Jacques Const. 67 Ridge Road 860 432-1823 Galen Semprebon Design Professionals 165 South Satellite Road 860 291-8755 Becky Meyer Design Professionals 165 South Satellite Road 860 291-8755 Michele Lipe TOSW 1540 Sullivan Avenue 860 644-2511 x252 Berine Drabek TOSW 1540 Sullivan Avenue 860 644-2511 x241 Jeff Folger TOSW 1540 Sullivan Avenue 860 644-2511 x229 Jeff Doolittle TOSW 1540 Sullivan Avenue 860 644-2511 x245 Fred Shaw TOSW 1540 Sullivan Avenue 860 644-2511 x247 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Strong Road. Calcium chloride or water is to be used for dust control as required. 4:: Construct the detention area f rst is a temporary sediment trap, . . 13. Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 14. No paving after October 15 or before April 15 without written approval from Director of Public Works. 15. A drain layers permits and town inspection is required for any work on sanitary sewer. 16. The conservation easement needs to be monumented before a certificate of occupancy can be issued. 17. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore,the town staff/inspectors will be requesting additional compaction tests in these areas. 18. Sanitary lateral locations should be tied down to existing structures and shown on the progress as-builts. 19. During construction of individual sanitary sewer house laterals,the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. The conservation easement document needs to be submitted for review by Town Staff. 3. A mylar of sheet 3 needs to be filed in the Town Clerk's office prior to the issuing of building permits. SNET/NU 1. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4-. =Lf ai alarm is to be installed contact Police Services. - TOWN OF SOUTH WINDSOR STAFF SITE CHANGE <'. FOR SITE & SUBDIVISION GENERAL: 4 ,. CHANGE ORDER CONTACT PERSON Be& MWr Phone No. 2q' ~977 G Address, °Si' eUi a ,�0� # li�2 .(,i lndSor C-T .12 Site Name hOLtdQ �°.:.,;, P&Z No. d Owner l Y CQ © Phone No.:gobLI 53! Contractor O U h-S CvnVwdj011, Signature of Owne lft ` Date: . lhob Signature of Design Engr. Date: * CHANGE: (Describe location and natur of_ change. Include Four (4 ) copies of plan/profile of Change. ) keU Co- 2e of r 'sed Iondsco d island -+o V b_ HQ Oval 8hape. a ),ndscb x wrth desi ner an` e- ga L Stfie , ravel bAst + laroe ndsca A day 1 I Wld oh Whey, and Jt o 1,yr IhAe them S Reason for Change: (Why is changd required) APPROVALS: (As Required Dir.. Of Planning GZ Date: d dam. Town Engineer t Date, Dir. of Public W ks Dates Other: Date: <: STAFF COMMENTS 4 +; Fes. White - Town Engineer Yellow - Applicant Pink Director of Planning Goldenrod - Engineering Department GPOST 9?OAD STAGES, I qc. 1105 STRONG ROAD SOUTH WINDSOR, CONNECTICUT 06074 Telephone (860) 6441531 800-848-0223 RECEFIVED OCT 3 0 2006 SOUTH WINDSOR PLANNING DEPT October 24, 2006 Town Hall Planning and Zoning Commission Attn: Michelle Lipe,AICP 1540 Sullivan Avenue South Windsor CT 06074 Re: Appl #04-23P,Post Road Stages Site Plan Dear Michelle, We are pleased to inform you that phase one of our facility improvement project has been completed. We are requesting the release of bond money held as guaranty for certain ground work projects associated with the upgrade and addition of our new building expansion. Would you please start the process to finalize and release all available funds to Post Road Stages and issue our Certificate of Occupancy. Bruce J. Sn w, resident I - s 41Aa Since 1912 Visit us on the web. www.postroadbustours.com �i TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON MUCe SnOW Phone No. 644-1531 Address 1011 Stung Road South wind6ot CT Site Name Po6t Road Staga P&Z No. OrZ-G)3 Owner Pt16etP& $now / 8tuee Snow Phone No. 644-1531 Contractor Jaeyue6 Con6t radon L L C- Signature of Owner i ¢ �ti-uC-L Date: 11/34j4b Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) €timinate the (3-PS) and (3-TO) ptanting6 64om .the atea neat the Ataa pole. Reduce .the ovehal t number opt ptantcnb to accommodate the avaitab•te ptuntina atea6 a6 �aP�owa: From To Rom To From To 8 PS >w S PS 3 TO > 0 TO 18 VUP > 10 VUP 20 CA > 10 CA 12 A > 6 A 34 CS > 22 CS Reason for Change: (Why is change required) We alimi.nated the_ 500 adL, paopano_ tank a/1 t-ntgRttion and d,,t[Lnat iteLO^_ate_.(.t. we tetoeated the dump6tet to a new .Location behin# the bui tding and not the ptopo6ed area. Reduce the number o6 ptanting6 to avoid over enowding. Fewer p4nt6 ate needed to aecompti6h the vegetative ttan6iti.on Akom eon6ttuetion to woodtand6. �[ APPROVALS: (As Required) t�=bIr. Of Planning '-1k/.(' Date:( Town Engineer Date: Dir. of Public Works Date: Other: � -._ Date: STAFF COMMENtS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 10 Sfq< O-Pso� V6 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soe-co� TELEPHONE (860) 644-2511 December 21, 2006 Bruce J. Snow Post Road Stages, Inc. 1105 Strong Road South Windsor, CT 06074 Dear Mr. Snow: Re: Appl. 04-23P,Post Road Stages-landscaping bond This is to advise you that the Planning and Zoning Commission voted on December 12, 2006 to release the landscaping bond for the above-referenced project in the amount of$5,000. A check will be sent to you from the Town of South Windsor releasing your bond in the above referenced amount. Very truly yours, - PLANNING&ZONING COMMISSION Patrick Kennedy, Chairman PK/bmm cc: Town Engineer BOND RELEASE TRANSMITTAL DATE: APPLICANT NAME �� ADDRESSOok PROJECT LOCATION/ADDRESS 1 0 ti LOT P&Z OR IWA/CC APPLICATION NUMBER_ ("y-,3 �Os - SUB ACCOUNT NUMBER 5 d 0() (o ORIGINAL BOND AMOUNT 0 0() �-o ot, � - Please release the bond indicated above as all of the required work has been completed. NAME DATE 3803 BY CHECK # ISSUED DATE H:)Plnnning DepaaztmentV-lolmesWotmABOND RELEASE TRANSMITTAL 08-27-01.doe SSW N S fqC h to F' Tio_� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 June 19, 2007 Bruce J. Snow Post Road Stages, Inc. 1105 Strong Road South Windsor CT 06074 Re: Appl#04-23P, Post Road Stages Detent Dear Mr. Bruce J. Snow: This is to advise you that the Planning and Zoning Commission voted on June 12, 2007 to release the detention basin planting bond for the above-referenced project in the amount of$2000. A check will be sent to you by the Town of South Windsor. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, PLANNING &ZONING COMMISSION C Patrick Kennedy, Chairmai' PK/mrl cc: Town Engineer SQy N Sf4 < a Sou� ?d&U1&)1t !e 7DWn 07 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 0 _C0 TELEPHONE (860) 644-2511 June 19, 2007 Bruce J. Snow Post-Road Stages, Inc. 1105 Strong Road South Windsor CT 06074 Re: Appl#04-23P, Post Road Stages E & S Dear Mr. Bruce J. Snow: This is to advise you that the Planning and Zoning Commission voted on June 12, 2007 to release the erosion and sedimentation bond for the above-referenced project in the amount of$5,000. A check will be sent to you by the Town of South Windsor. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, PLANNING&ZONING COMMISSION Patrick Kennedy, Chairman PK/mrl cc: Town Engineer