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HomeMy WebLinkAbout05-03PTeaberry Estates Spec Ex/Site Plan TOWN OF SOUTH WINDSOR PLANNING& ZONING COMMISSION APPLICATION FORM Application No: K�5-05 Official Receipt Date: Receipt No: CAL-G r 6 M04 APPLICANT: JMJ Construction Co., Inc. PROJECT NAME: TEABERRY ESTATES ADDRESS: 658 Ellington Road, South Windsor, CT 06074 OWNER OF RECORD ON LAND RECORDS: JMJ Construction, Co., Inc. ADDRESS: 658 Ellington Road, South Windsor, CT 06074 COMPLETE LOCATION OF PROPERTY: East side of Ellington Road, 600'±north of Quarry Brook Drive ASSESSOR'S MAP#35 PARCEL#10 ZONE: RR NAME, ADDRESS, TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Karen M. Isherwood, PE., Design Professionals,Inc., 165 South Satellite Road, South Windsor, CT 06074 Tel, (860)291-8755, Fax(860) 291-8757 THIS APPLICATION IS FOR: (Check all that apply): • Zone Change to (Pubfic Hearing required and Certified letter to abutters required) r Subdivision/Resubdivision r Open Space Subdivision(Public Hearing Required) r Subdivision r Minor r Major r Resubdivision(Public Hearing Required) f Minor F Major r Conditional Approval (VSpecial Exception to Article .I. l a (Public Hearing, Certified letter to abutters F--/Site Plan of Development F- General Plan of F— Earth Filling(Sec. 15)and/or Earth Removal(Sec. 14- Pubfic Hearing Required) r-- Regulation F Zoning F Subdivision (Attach proposed amendment) (— Temporary and Conditional Permit for F- Major Home Occupation for I— Other(explain in detail) An Appli ation Pending sign is required to be posted on the property for all applications ten (10)days ,- prior to being heard by the Commission. Si ature of Applic nt ignature of Pro y Ow TEABERRY ESTATES BUFFER PLANTING PLAN Teaberry Estates SRD was approved with a 25' buffer that included preservation of the existing trees within the buffer. During site clearing,most of the existing mature trees within the southern buffer that borders the homes on Quarry Brook Drive were cut down. The applicant has prepared a replacement buffer plan for Commission approval. The question for the Commission is whether this proposed replacement plan is adequate to make up for the loss of the mature trees. Most of the trees that were removed were mature deciduous trees. The supplemental buffer plan includes a combination of deciduous and evergreen trees, with the proposed evergreen trees from 6 to 12 feet at planting. We do note that arbor vitaes spaced at 10' on planting will take a very long time to fill in their space, as they are only 10' wide at maturity. If the Commission accepts this replacement buffer plan, staff suggest that the arbor vitaes be replaced with a more substantial evergreen variety. ufn `J f�, ;r) djal;jv©v-r �V '0j ZLj bt ACORD. CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 08/12/200S PRODUCER (860)242-7726 FAX ( - D THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION The Roberts Agency, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 31 Tunxis Avenue AUG ]. 7 200- ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. P. 0. Box SOS Bloomfield, CT 06002-080S SOUTHINSURERS AFFORDING COVERAGE NAIC# INSURED JMJ Construction Company,- Inc INSURERA: Hartford Insurance Group - HBA Jean Marc & MurielJacques INSURER& 6S8 Ellington Road INSURERC: South Windsor, CT 06074 INSURERD: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDINt ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRADD* TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LTR NSR DATE MM/DD/YY DATE MM/DD/YY LIMITS GENERAL LIABILITY 02UUVFC6279 06/01/2005 06/01/2006 EACH OCCURRENCE $ 11000,00(4 k MERCIAL GENERAL LIABILITY DAMAGE TO RENTED PREMISES Eaoccurence $ 300,00CLAIMS MADE aOCCUR MED EXP(Any one person) $ 10 00A PERSONAL&ADV INJURY $ 1,000,00 GENERAL AGGREGATE $ 2,000,00( GENT AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $RO 2,000,00( POLICY X ECT LOC AUTOMOBILE LIABILITY 02UUVFC6279 06/01/2005 06/01/2006 COMBINED SINGLE LIMIT ANY AUTO (Ea accident) $ 1,000,00 ALL OWNED AUTOS X SCHEDULED AUTOS BODILY INJURY $ A (Per person) X HIRED AUTOS BODILY INJURY $ X NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY - AUTO ONLY-EA ACCIDENT $ - ANY AUTO OTHER THAN - EA ACC $ EAUTO ONLY: AGG $ EXCESS/UMBRELLA LIABILITY 02RHVFC6083 06/01/2005 06/01/2006 EACH OCCURRENCE $ 2,000,000 X OCCUR ❑CLAIMS MADE AGGREGATE $ 2,000,000 A $ DEDUCTIBLE X RETENTION $ 10,00 WORKERS COMPENSATION AND 02WBVGQ1009 06/O1/2005 06/01/2006 X TORY LIMU- OTH EMPLOYERS'LIABILITY A ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 1,000,00( OFFICER/MEMBER EXCLUDED? 1 00O E.L.DISEASE-EA EMPLOYE $ If yes,describe under , r 00 SPECIAL PROVISIONS below_ E.L.DISEASE-POLICY LIMIT $ 1,000,00 OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS E: Permit for Teaberry Estates Project, South Windsor, CT - Evidence of Insurance Coverages CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL Town of South Windsor 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, Att• Michelle Lupe, Planning Dept BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY 1540 Sullivan Avenue OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. South Windsor, CT 06074 AUTHORIZED REPRESENTATIVE y L. KathyMorrison/BJR ACORD 25(2001/08) FAX: 644-3781 ©ACORD CORPORATION 1988 LAURA ELDREDGE UNIT OPTION MATRIX UNIT UNIT IT BASE CONSTRUC I BASEMENT SIDE LOAD NO. TYPE SIZE DECK OR PATIO SUNROOM PATIO W PATIO EXT. DECK W PATIO WALKOUT W PATIO GARAgE B 560 SO • D 5 A • 9 10 • i1 • 12 1 14 1 cut 4111 18 • • • 19 20 • 21 22 23 24 25 COMMUNITY BUILDING NOTES. (1) UNIT 'A' IS BASE PATIO- 11'-9" X 8'-10" CONC. PAVERS (2) UNIT 'B' IS CORNER,-DECK/PATIO BASE— 12' X 7' (3) UNIT 'C' IS CORNER DECK/PATIO BASE —11' X 7' (4) UNIT 'D' IS DECK— 17'-2" X 8'-1" (5) OPTION— ADDITIONAL 12' X 12' CONC. PAVER PATIO r-- IT VOL. 37—WARRANTEE To all People to whom these Presents shall come: Greeting. KNOW YE THAT I, Mildred T. Dexter, of the Town of South Windsor, County of Hartford, and State of Connecticut, For the consideration of One (1 ) Dollar and other valuable considerations JDxlt4zreceived to my full satisfaction of Julia Raekauski Johnson, of the Town of East j Hartford, County of Hartford, and State of Connecticut, i do give, grant, bargain, sell and confirm unto the said Julia Rack au sk i Johnson, her heirs and assigns forever, a, certain piece or parcel of land, with the buildings thereon, situated In said Town of South Windsor on the east side of Ellington Road, and bounded and described as follows, to wit : North on land now or formerly of George Moulton; j East on land now or formerly of Olcott King; South on land now or formerly of Olcott King and land now or formerly of the Estate of William Walker, partly on each; and West on the Highway and land now or formerly of the Estate of William Walker; and containing about thirteen (13 ) acres of land; and being the same premises conveyed to Mildred T. Dexter by deed of Minnie E. Dexter, dated November 2, 1940 and recorded in the Land Records of said Town of South Windsor in Volume 37 , at Page 140; together with such rights of way across adjoining property as may belong to the grantor herein. Subject to a mortgage in favor of the Home Owners ' Loan Corporation in the ori- ginal sum of Five Thousand Five Hundred Ninety-Two and 34/100 (5, 592. 34) , dated. August 7, 1934, and recorded in said South Windsor Land Records in volume 32, Page 379, upon which mortgage there remains an unpaid balance of Four Thousand Four Hundred Six and 85/100 (4)406. 85 ) Dollars. DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gig ♦ gps ♦ landscape architects Transmitted via certified mail December 14, 2004 Dear Current Abutting Property Owner, Re: Application of JMJ Construction Co. Emerald Green& Teaberry Estates Ellington Road/Route 30 South Windsor, Connecticut DPI Project No. 1930 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 abutting property owner you are invited 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 Michele Lipe, Deputy Planning Director, or Jeffrey Folger, Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 252 or 229, respectively. Thank you. Sincerely, DESIGN OFESSIONALS, INC. By: f Peter R. heMallie President 165 South Satellite Road,South Windsor,Connecticut 06074 Tel: (860)291-8755•Fax: (860)291-8757 Email: dpicivil@aol.com DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Direct Abutters JMJ Construction Co., Inc. Ellington Road/Route 30 DPI Project No. 1930 Ma Lot No. Prone Pronerty Owner Mailing Address 35 5 Town of South Windsor 1540 Sullivan Ave 35 6&7 The Unity Church of Hartford 730 Farmington Ave. 35 g West Hartford, CT 06119 Eric R. &Rachelle Clark 909 Ellington Road 35 11 Tim Why M. Friend 887 Ellington Road 35 12 Roger H. &Donna S. Anderson 871 Ellington Road 35 19 Stephen&Paula Looby 59 Quarry Brook Road 35 20 Alan M. & Teresa A. Platteis 35 21 71 QuarryBrook Road Michael C. & Seidel Strout 79 Quarry Brook Road 35 22 Michael& Vir ' 'a Schobin er 89 QuarryBrook Road 35 23 Michael A. &Rosemary Broad 99 Quarry BrooWkRoad 35 24 Albert K. Bement 109 QuarryBro 35 25 Bruce A. &Janet B. Miller 119 QuarryBro 35 26 Robert A. & Jo ce A. Burns 129 Qu Broo35 27 Robert G. &Karen M. Stoker 139 Qu Broo35 28 David J. Schell 149 Qu Broo35 29 David P. &Merrid Bilodeau 159 Qu Broo30 Karmela Malone 169 Qu Broo 35 31 William S. &Kathryn L. Perkins 179 Quarry Brook Road 35 32 Benhamin&Debra Carlson 187 Quarry Brook Road 165 South Satellite Road, South Windsor,Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 Email: dpicivil@aol.com Kelli„Koehler- RE: new PZC_ap lications Pa e 1 From: "William Lanning"<WLanning@southwindsorfire.org> To: "Kelli Koehler"<koehle@southwindsor.org> Date: 12/23/04 8:26AM Subject: RE: new PZC applications -----Original Message----- From: Kelli Koehler[mailto:koehle@southwindsor.org] Sent:Thursday, December 23, 2004 8:07 AM To: Bob Deptula; Jeff Doolittle; Chris Dougan; Ray Favreau; Matt Galligan; Mike Gantick; Kristian Lindstrom; Cathy Molloy; Sgt. Rich Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead;William Lanning Subject: new PZC applications Please see attached..................and happy holidays to you allll Michele Kelli Koehler Administriative Secretary NO COMMENT on this application.. Wm. R. Lanning Stormwater Management Plan Teaberry Estates Senior Residence Development South Windsor, Connecticut A4 r r 77 4 Prepared by: Design Professionals,Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 1930 December 13,2004 Table of Contents: Page# Introduction 1 Proposed Development 1 Off-Site Analysis 1 Peak Runoff control 1 Nonstructural Drainage System 1 Conveyance System 1 Maintenance and Operation 2 Drainage Design 2 On-Site Storm Sewer Calculations 3 Conclusions 3 Appendices TR-55 Existing Conditions to eastern detention basin A TR-55 Developed Conditions to eastern basin B TR-55 Developed Conditions bypassing basin C Detention basin design summary D Hydrograph Routings for eastern basin E Storm Drainage Calculations F Introduction: The site is located to the east of Ellington Road(Rte. 30) in South Windsor,Connecticut,and consists of a single parcel of land totaling 15.0 acres. The proposed use of the site is for a 25 unit SRD development. The site is a lot from the Emerald Green subdivision. The site will be accessed via a proposed cul-de-sac that will be constructed as part of the Emerald Green subdivision. The site presently consists of overgrown fields with some wooded areas primarily along the property boundaries. The site drains in two principal directions. The western end of the site drains to the northwest to the existing Unity Church detention basin system. The eastern end of the site drains to the east to wetlands on land owned by the Town of South Windsor. As part of the design of the Emerald Green subdivision,a detention basin was designed on the north side of the Cul-de-sac that would collect runoff from the Emerald Green subdivision and the western end of the proposed development and discharge this runoff to the Unity Church site. The design of this detention basin was documented as part of the Emerald Green subdivision, and was designed to handle the runoff from the western most edge of the proposed SRD development. The eastern end of the site including a portion of site that presently drains to the western end of the site will drain to a proposed detention basin on the east end of the site. This detention basin will discharge to the east to land owned by the Town of South Windsor. Proposed Development: The proposed development of the site(lot 3 of the Emerald Green subdivision)includes the creation of a 25 single family unit Senior Residence Development(SRD) and a community building. As part of the proposed SRD approximately 620 if of 24' wide private road will be constructed ending in a cul-de-sac. A small parking lot with five spaces will be located at the community building. All units will be serviced by public water and sewer. The storm drainage system proposed for the development includes the installation of storm-sewers within the proposed road,yard drains,the construction of a detention basin on the eastern end of the site, and drainage connections to the Emerald Green detention basin. The proposed drainage to the Emerald Green detention basin was included in the original Emerald Green detention basin design, and no changes are proposed to this basin design as part of the Teaberry Estates design. As part of the Emerald Green detention basin design,the development of Teaberry Estates will result in a decrease in drainage area draining to the Emerald Green detention basin. This is being accomplished by diverting a portion of land that presently drains to the Emerald Green detention basin to drain to the eastern basin. The eastern detention basin has been designed to provide attenuation of peak flow rates for the 2-100 year design storms to levels equal to or less than existing peak flow rates. In addition,the detention basin has been designed to provide water quality treatment of the storm runoff from the developed site. Off-Site Analysis: The site presently drains in two directions. The western end of the site drains northerly into the Unity Church storm system. The eastern end of the site drains to the north east,off site to the Town of South Windsor land. Under developed conditions,the eastern detention basin proposed as part of the Teaberry Estates SRD will mitigate against increases in peak flow from the site. Peak Runoff Control: The site has been designed to discharge to detention basins to fully mitigate for peak runoff. Nonstructural Drainage Systems: The site has been designed with a number of drainage swales to allow for infiltration of roof runoff and for control of storm runoff in the rear of the units. Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to the detention/water quality basins. The-piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm. The detention/water quality basins have been designed to handle up to a 100 year design storm with full detention. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the storm water system, and detention basins. 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. Catch Basins: The catch basins shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Pipe Outlet Locations: The pipe outlets and associated riprap should be inspected annually and cleaned of silt and or debris. The riprap should be re- shaped and replenished as required. Outlet Structure: The detention basin outlet structure should be inspected twice annually, and all debris and silt should be removed. The discharge point from the outlet system should be inspected also, and all silt and debris should be removed. The riprap at the discharge should be re-arranged and additional stone added as needed. All silt and debris should be disposed of at a suitable location. Detention Basin: The detention basin should be inspected annually. All woody growth that could inhibit proper flow of the basin should be removed. Excess debris that has been deposited within the basin should be removed. Topographic Contour Maps: A Topographic contour map has been provided showing the drainage areas for the site at a scale of 1"=40'. The map showing the developed conditions is included in the rear of this report. 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 developed conditions was computed utilizing the TR-55 computer program. The detention basin was sized using a computer program by Hydrographs.called Hydraflow. The program allows for the development of hydrographs representing the developed flows into the basin, and the modeling of the basin with elevation/storage/discharge curves to represent the basin. The program then provides the routing of the hydrograph through the basin, and provides peak discharge and storage information. The design of the Emerald Green detention basin was detailed in drainage reports submitted as part of the Emerald Green subdivision. The western end of the site drains to this detention basin.. The site draining to the east under existing condition was analyzed and is included in appendix A. The area draining to the detention basin was analyzed under developed conditions and is included in appendix B. It should be noted that the developed drainage area is greater than the existing drainage area. This is due to the diversion of a portion of the site that under existing condition drains to the Emerald Green detention basin. Under developed conditions, this area was diverted to drain to the eastern detention basin and away from the Emerald Green detention basin. There is a small area under developed conditions that drains to the east, but not through the detention basin. The TR-55 analysis for this area is included in appendix C. A summary of the existing and developed peak discharge bypassing the basin and design peak discharge from the basin are as follows: Storm Freq. Exist.peak disch. devel.peak discharge Allowed peak From site(cfs) bypassing basin(cfs) disch.From basin 2 1 0 1 10 3 0 3 25 5 0 5 50 7 0 7 100 9 1 8 The proposed detention basin design discharge will be equal to or less than the existing peak discharge minus the developed peak discharge bypassing the basin. The summary of the detention basin design is included in appendix D. The Hydrograph routings for the 2- 100 year storm events through the detention basin are included in appendix E. A summary of the developed peak design discharge from the basin and the actual peak discharge based on the final design are as flows: Storm Freq. Allowed peak discharge Actual design discharge From basin(CFS) from basin 2 1 1.20 10 3 2.04 25 5 2.53 50 7 4.27 100 8 6.60 The "Allowed peak discharge from basin" values were taken from the TR-55 analysis, and are rounded off to the nearest 1 CFS. As can be seen from the above, the proposed detention basin provides attenuation of the peak flows from the site to levels at or below existing peak flow rates. The detention basin has also been designed as a water quality basin. The water quality functions of the basin will be accomplished through the design of the basin to function as a "Micropool Extended Detention Pond". The Micropool, Extended Detention Pond There will be a permanent volume of water within the basin equal to a minimum of 20% of the water quality volume, and extended detention for the remaining 80% of the water quality volume. The calculations for the water quality volume are included in appendix F. Off-Site Storm Sewer Calculations: The storm sewer has been analyzed for the 10-year design. The design calculations are included in appendix G. Conclusions: The proposed detention basin will provide complete attenuation of peak discharges from the site, and will provide the required water quality mitigation. APPENDIX A TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS DRAINING TO EAST 12-10-04 ------------------------------------------------------------------------------- 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 50 .08 H 0 .118 Sheet 250 .06 J 0 .195 Shallow Concent'd 50 .06 U 0.004 Shallow Concent'd 230 .04 U 0.020 Open Channel 260 2 0.036 Time of Concentration = 0 .37* --- 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 RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS DRAINING TO EAST 12-10-04 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair - 4.45 (56) - - Woods good - 1.90 (55) - - Total Area (by Hydrologic Soil Group) 6.35 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 6 .35 Acres WEIGHTED CURVE NUMBER: 56* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS DRAINING TO EAST 12-10-04 Data: Drainage Area 6.35 * Acres Runoff Curve Number 56 * Time of Concentration: 0 .37 * 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 .49 0 .33 0 .29 0 .25 0 .23 Runoff (in) 0 .28 0 .89 1.31 1.72 2 .15 Unit Peak Discharge 0.338 0 .570 0 .620 0 . 638 0 .652 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .0s Ponds Used Peak Discharge (cfs) 1 3 5 7 9 ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX B TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS DRAINING TO DETENTION 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 60 .02 F 0.158 Shallow Concent'd 150 .01 U 0 .026 Open Channel 960 2 0 .133 Time of Concentration = 0 .32* --- 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 RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS DRAINING TO DETENTION 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-o - 4 .74 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 2 .34 (98) - - OTHER AGRICULTURAL LANDS Woods good - .08 (55) - - Total Area (by Hydrologic Soil Group) 7 .16. ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 7 .16 Acres WEIGHTED CURVE NUMBER: 73* -----------------------------------_-------------------------------------------- * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS DRAINING TO DETENTION BASIN Data: Drainage Area 7 .16 * Acres Runoff Curve Number 73 * Time of Concentration: 0 .32 * 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 0.23 0 .16 0 .13 0 .12 01.11 Runoff (in) 0 .98 2 .05 2 .68 3 .26 3 .85 Unit Peak Discharge 0.687 0.729 0.742 0 .751 0 .757 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 . 0% Ponds Used Peak Discharge (cfs) 5 11 14 17 21 ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX C RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS BYPASSING BASIN TO SOUTH ------------------------------------------------------------------------------- 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 - .12 (61) - - Impervious Areas Paved parking lots, roofs, driveways - .03 (98) - - OTHER AGRICULTURAL LANDS Woods good - .08 (55) - - Total Area (by Hydrologic Soil Group) .23. ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .23 Acres WEIGHTED CURVE NUMBER: 64* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS BYPASSING BASIN TO SOUTH ------------------------------------------------------------------------------- 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 .2 110 .05 F 0 .178 Time of Concentration = 0 .18* --- 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 : TEABERRY ESTATES User: GBS Date: 12/10/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS BYPASSING BASIN TO SOUTH Data: Drainage Area .23 * Acres Runoff Curve Number 64 * Time of Concentration: 0 .18 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 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 .35 0.24 0.20 0 .18 0.16 Runoff (in) 0 .56 1.39 1.91 2 .41 2 .93 Unit Peak Discharge 0.709 0 .826 0.847 0 .861 0.871 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.00-. Ponds Used Peak Discharge (cfs) 0 0 0 0 1 * - Value (s) provided from TR-55 system routines APPENDIX D Reservoir Report ,,age Reservoir No. 1 - Teaberry Basin Hydraflow Hydrographs by Intelisobe 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(cult) Total storage(cult) 0.00 97.00 8,075 0 0 1.00 98.00 10,450 9,263 9,263 3.00 100.00 12,960 23,410 32,673 5.00 102.00 16,605 29,565 62,238 Culvert I Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] ICI [D] Rise in = 15.0 8.0 0.0 0.0 Crest Len ft = 2.00 0.00 0.00 0.00 Span in = 15.0 8.0 0.0 0.0 Crest El.ft = 99.90 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.ft = 97.00 97.00 0.00 0.00 Weir Type = Rect - - - Length ft = 50.0 1.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 2.30 0.01 0.00 0.00 N-Value = .013 .013 .013 .000 Orif.Coetf. = 0.60 0.60 0.60 0.00 Multistage = n/a Yes 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/Discharge Table Stage Storage Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cis cis cis cis cis cis cis cfs efs 0.00 0 97.00 0.00 0.00 - - 0.00 - - - - 0.00 1.00 9,263 98.00 1.19 1.18 - - 0.00 - - - - 1.18 3.00 32,673 100.00 2.71 2.48 - - 0.21 - - - - 2.69 5.00 62,238 102.00 11.93 0.92 - - 11.01 - - - - 11.93 APPENDIX E Hydrograph Report Page, FWraflow Hydrographs by Intelisoh e Hyd. No. 2 Dev.East SRD-Basin Hydrograph type = Reservoir Peak discharge = 1.20 ds Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = Teaberry Basin Max. Elevation = 98.02 ft Max. Storage = 9,454 cuft Storage Indication method used. Outflow hydrograph volume=25,620 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs dfs cfs cfs cfs cfs cfs cfs 11.80 0.55 97.04 0.01 0.01 - - - - - - - 0.01 11.83 0.66 97.05 0.02 0.02 - - - - - - - 0.02 11.87 0.79 97.06 0.02 0.02 -- - - - - - - 0.02 11.90 0.94 97.07 0.02 0.02 - - - - - - - 0.02 11.93 1.12 97.09 0.03 0.03 - - - - - - - 0.03 11.97 1.36 97.10 0.03 0.03 - - - - - - - 0.03 12.00 1.70 97.12 0.05 0.05 - - - - - - - 0.05 12.03 2.15 97.14 0.06 0.06 - - - - - - - 0.06 12.07 2.67 97.18 0.09 0.09 - - - - - - - 0.09 12.10 3.22 97.21 0.12 0.12 - - - - - ---- - 0.12 12.13 3.76 97.26 0.17 0.17 -- - - - - -- - 0.17 12.17 4.24 97.30 0.23 0.23 - - - - - - - 0.23 12.20 4.59 97.36 0.33 0.32 - - - - - - - 0.32 12.23 4.79 97.41 0.43 0.40 - - - - - - - 0.40 12.27 4.88 97.47 0.54 0.50 - - - - - - -- 0.50 12.30 4.89<< 97.53 0.63 0.60 - - - - - - - 0.60 12.33 4.86 97.58 0.71 0.70 - - -- - - - - 0.70 12.37 4.77 97.63 0.80 0.78 - - - - - - - 0.78 12.40 4.65 97.68 0.88 0.85 - - - - - - - 0.85 12.43 4.47 97.73 0.93 0.91 - - - - - - - 0.91 12.47 4.26 97.78 0.97 0.96 - - ---- - - - - 0.96 12.50 4.00 97.82 1.01 1.00 - - - - - - - 1.00 12.53 3.71 97.85 1.05 1.04 - - - - - - - 1.04 12.57 3.39 97.89 1.08 1.08 - - - - - - - 1.08 12.60 3.07 97.91 1.10 1.10 - - - - - - - 1.10 12.63 2.75 97.94 1.13 1.13 - - - - - - - 1.13 12.67 2.47 97.96 1.15 1.14 - - - - - - - 1.14 12.70 2.23 97.97 1.16 1.16 - - - - - - - 1.16 12.73 2.04 97.98 1.17 1.17 - - - - - - - 1.17 12.77 1.88 98.00 1.18 1.18 - - - - - - -- 1.18 12.80 1.73 98.00. 1.19 1.19 - - - - - - 1.19 12.83 1.60 98.01 1.20 1.19 - - - - - - - 1.19 12.87 1.49 98.01 1.20 1.19 - - - - - ---- - 1.19 12.90 1.40 98.01 1.20 1.20 - - - - - - - 1.20 12.93 1.32 98.02 1.20 1.20 - - - - - - - 1.20 12.97 1.25 98.02 1.20 1.20 - - - - - - - 1.20 13.00 1.19 98.02<< 1.21 1.20 - - - - - - - 1.20<< 13.03 1.14 98.02 1.20 1.20 - - - - - - - 1.20 Continues on next page... Dw.East SRD-Basin Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfi1 Outflow (hm) dfs ft cfs cfs cis cis cfs cis cis cis cfs dfs 13.07 1.10 98.02 1.20 1.20 - - - - - - - 1.20 13.10 1.07 98.01 1.20 1.20 - - - - - - - 1.20 13.13 1.04 98.01 1.20 1.20 - - - - - - - 1.20 13.17 1.01 98.01 1.20 1.19 - - - - - - - 1.19 13.20 0.98 98.01 1.20 1.19 - - - - - - - 1.19 13.23 0.96 98.01 1.19 1.19 - - - - ----- - - 1.19 13.27 0.94 98.00 1.19 1.19 - - - - - - - 1.19 13.30 0.92 98.00 1.19 1.19 - - - - - - - 1.19 13.33 0.90 98.00 1.19 1.18 - - - - - - - 1.18 13.37 0.89 97.99 1.18 1.18 - ---- - - - - - 1.18 13.40 0.87 97.99 1.18 1.18 - --- - - - - - 1.18 13.43 0.86 97.99 1.17 1.17 - -- - - - - - 1.17 13.47 0.85 97.98 1.17 1.17 - ----- - - - - - 1.17 13.50 0.84 97.98 1.17 1.16 - - - - - - -- 1.16 13.53 0.83 97.97 1.16 1.16 - - - - - - - 1.16 13.57 0.82 97.97 1.16 1.16 - -- - - -- - - 1.16 13.60 0.81 97.97 1.15 1.15 - - - - - - 1.15 13.63 0.80 97.96 1.15 1.15 - - - -- - --- -- 1.15 13.67 0.80 97.96 1.15 1.14 - - - - - - - 1.14 13.70 0.79 97.95 1.14 1.14 - - - - - - 1.14 13.73 0.78 97.95 1.14 1.13 - --- - - - - - 1.13 13.77 0.77 97.94 1.13 1.13 -- - - ---- - - - 1.13 13.80 0.76 97.94 1.13 1.13 - - - - - - - 1.13 13.83 0.75 97.93 1.12 1.12 - -- - - -- - -- 1.12 13.87 0.74 97.93 1.12 1.12 - - - - - - - 1.12 13.90 0.74 97.92 1.11 1.11 - - - - - - - 1.11 13.93 0.73 97.92 1.11 1.11 - - - - - - - 1.11 13.97 0.72 97.91 1.10 1.10 - - - - - - --- 1.10 14.00 0.71 97.91 1.10 1.10 - - - - - - - 1.10 14.03 0.70 97.90 1.09 1.09 -- - - - - - ---- 1.09 14.07 0.69 97.90 1.09 1.09 - - - - - - - 1.09 14.10 0.68 97.89 1.08 1.08 - -- - - - - - 1.08 14.13 0.67 97.89 1.08 1.08 - ----- - - - - - 1.08 14.17 0.67 97.88 1.07 1.07 - - - - - - - 1.07 14.20 0.66 97.88 1.07 1.07 - - - -- - - - 1.07 14.23 0.65 97.87 1.06 1.06 -- ----- -- -- - -- - 1.06 14.27 0.64 97.87 1.06 1.06 - - - - - - - 1.06 14.30 0.64 97.86 1.05 1.05 - - - - - - - 1.05 14.33 0.63 97.86 1.05 1.04 ---- - - - - - - 1.04 14.37 0.63 97.85 1.04 1.04 - - - - - - - 1.04 14.40 0.62 97.85 1.04 1.03 - - - - - - - 1.03 14.43 0.62 97.84 1.03 1.03 - - - - - - - 1.03 14.47 0.61 97.84 1.03 1.02 - - - - - - - 1.02 14.50 0.61 97.83 1.02 1.02 - - - - - - - 1.02 14.53 0.60 97.82 1.02 1.01 - - - - - - - 1.01 14.57 0.60 97.82 1.01 1.01 -- - - ----- - - - 1.01 14.60 0.59 97.81 1.01 1.00 - - - - - - - 1.00 14.63 0.59 97.81 1.00 1.00 -- - - --- -- ---- ----- 1.00 14.67 0.59 97.80 1.00 0.99 ----- --- --- - - -- - 0.99 14.70 0.58 97.80 0.99 0.98 - - - - - - - 0.98 14.73 0.58 97.79 0.99 0.98 - - - - - - - 0.98 Continues on next page... Dw.East SRD-Basin Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) ds ft cfs cfs cfs cfs ds ds ds ds ds ds 14.77 0.57 97.79 0.98 0.97 - - - - - - - 0.97 14.80 0.57 97.78 0.98 0.97 =-- - - - - ---- - 0.97 14.83 0.56 97.78 0.97 0.96 - - - - - - - 0.96 14.87 0.56 97.77 0.97 0.95 - - - - - - - 0.95 14.90 0.55 97.77 0.97 0.95 - - - - - - - 0.95 14.93 0.55 97.76 0.96 0.94 - - - - - - - 0.94 14.97 0.55 97.76 0.96 0.94 - - - - - - - 0.94 15.00 0.54 97.75 0.95 0.93 -- - - - - - - 0.93 15.03 0.54 97.75 0.95 0.92 - - - - - - - 0.92 15.07 0.53 97.74 0.94 0.92 - - - - - - - 0.92 15.10 0.53 97.74 0.94 0.91 - - - - - ----- - 0.91 15.13 0.52 97.73 0.93 0.91 - - - - ----- -- - 0.91 15.17 0.52 97.73 0.93 0.90 - - - - - - - 0.90 15.20 0.51 97.72 0.92 0.90 - - - - - - -- 0.90 15.23 0.51 97.72 0.92 0.89 - - - - - - - 0.89 15.27 0.50 97.71 0.92 0.88 -- - - - - - - 0.88 15.30 0.50 97.71 0.91 0.88 - - - - - - 0.88 15.33 0.50 97.70 0.91 0.87 - ----- - - - -- --- 0.87 15.37 0.49 97.70 0.90 0.87 - - - - - - - 0.87 15.40 0.49 97.69 0.89 0.86 - - - - - - 0.86 15.43 0.48 97.69 0.88 0.85 - - - - - - - 0.85 15.47 0.48 97.68 0.88 0.85 - - - - - - -- 0.85 15.50 0.47 97.68 0.87 0.84 - -- ---- -- - - - 0.84 15.53 0.47 97.67 0.86 0.84 ----- ----- ----- - - - -- 0.84 15.57 0.46 97.67 0.85 0.83 --- - - - - - -- 0.83 15.60 0.46 97.66 0.84 0.82 - - ---- - - - -- 0.82 15.63 0.45 97.66 0.84 0.82 - - - - - - - 0.82 15.67 0.45 97.65 0.83 0.81 - - - - - - - 0.81 15.70 0.44 97.65 0.82 0.80 - - - - - - - 0.80 15.73 0.44 97.65 0.81 0.80 ----- - - ---- - - - 0.80 15.77 0.43 97.64 0.81 0.79 - - - - - - - 0.79 15.80 0.43 97.64 0.80 0.79 - - - - - - - 0.79 15.83 0.42 97.63 0.79 0.78 - - - - - - - 0.78 15.87 0.42 97.63 0.78 0.77 - - - - - - - 0.77 15.90 0.41 97.62 0.78 0.77 - - - - - - - 0.77 15.93 0.41 97.62 0.77 0.76 -- - - -- -- - - 0.76 15.97 0.40 97.61 0.76 0.76 - - - - - - - 0.76 16.00 0.40 97.61 0.75 0.75 - - - - - - - 0.75 16.03 0.39 97.60 0.74 0.74 - - - - - - - 0.74 16.07 0.39 97.60 0.74 0.74 - - - - - ---- - 0.74 16.10 0.38 97.59 0.73 0.73 - - - - -- - - 0.73 16.13 0.38 97.59 0.72 0.72 - - - - ----- - - 0.72 16.17 0.38 97.59 0.72 0.71 - - - - - - - 0.71 16.20 0.37 97.58 0.71 0.70 - - - - - - - 0.70 16.23 0.37 97.58 0.70 0.70 - - - - - - - 0.70 16.27 0.36 97.57 0.70 0.69 - - - - - - - 0.69 16.30 0.36 97.57 0.69 0.68 - - - - - - - 0.68 16.33 0.36 97.57 0.69 0.67 - - - ----- - - -=-- 0.67 16.37 0.35 97.56 0.68 0.66 - - - - - - - 0.66 16.40 0.35 97.56 0.67 0.66 - - - - - - - 0.66 16.43 0.35 97.55 0.67 0.65 - - - - --- - - 0.65 Continues on next page... DwEast SRD-Basin Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hm) dfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs dfs 16.47 0.35 97.55 0.66 0.64 - - - - - - - 0.64 16.50 0.34 97.55 0.66 0.63 - - - - - - - 0.63 16.53 0.34 97.54 0.65 0.63 - - - - - - - 0.63 16.57 0.34 97.54 0.65 0.62 - - - - - - ----- 0.62 16.60 0.34 97.53 0.64 0.61 - - - - - - - 0.61 16.63 0.34 97.53 0.64 0.61 - - - - - - - 0.61 16.67 0.33 97.53 0.63 0.60 - - - - - - - 0.60 16.70 0.33 97.52 0.63 0.59 - - - - --- - -- 0.59 16.73 0.33 97.52 0.62 0.59 - - - - - - - 0.59 16.77 0.33 97.52 0.62 0.58 - - - - - - - 0.58 16.80 0.33 97.51 0.61 0.57 - -- - - - - - 0.57 16.83 0.32 97.51 0.61 0.57 - - - - - - ----- 0.57 16.87 0.32 97.51 0.60 0.56 - - - - - - - 0.56 16.90 0.32 97.50 0.60 0.56 - - - - - - - 0.56 16.93 0.32 97.50 0.59 0.55 - - - - - - - 0.55 16.97 0.31 97.50 0.59 0.54 - - - - - - ---- 0.54 17.00 0.31 97.50 0.58 0.54 - - - -- - - 0.54 17.03 0.31 97.49 0.58 0.53 - - - - - -- - 0.53 17.07 0.31 97.49 0.57 0.53 - - - - - - - 0.53 17.10 0.31 97.49 0.57 0.53 - -- - - - - 0.53 17.13 0.30 97.48 0.56 0.52 - - - - - - - 0.52 17.17 0.30 97.48 0.56 0.52 - - - - - - - 0.52 17.20 0.30 97.48 0.55 0.51 - ----- - - - - - 0.51 17.23 0.30 97.48 0.54 0.51 - -- - - ----- - - 0.51 17.27 0.29 97.47 0.54 0.50 - - - - - - - 0.50 17.30 0.29 97.47 0.53 0.50 - - - - - - - 0.50 17.33 0.29 97.47 0.53 0.49 - - - - - - - 0.49 17.37 0.29 97.47 0.53 0.49 - - - - - - - 0.49 17.40 0.29 97.46 0.52 0.48 - - - - - - - 0.48 17.43 0.28 97.46 0.52 0.48 - - - - - -- ----- 0.48 17.47 0.28 97.46 0.51 0.48 - - - - ----- - - 0.48 17.50 0.28 97.46 0.51 0.47 - - - - - - - 0.47 17.53 0.28 97.45 0.50 0.47 - - - - - - - 0.47 17.57 0.28 97.45 0.50 0.46 - - - - - - - 0.46 17.60 0.27 97.45 0.49 0.46 - - - -- - - - 0.46 17.63 0.27 97.45 0.49 0.46 - - - - - - - 0.46 17.67 0.27 97.44 0.48 0.45 - - - - - - - 0.45 17.70 0.27 97.44 0.48 0.45 - ----- - - - - - 0.45 17.73 0.26 97.44 0.47 0.44 - - - - ---- - - 0.44 17.77 0.26 97.44 0.47 0.44 - - - - - - - 0.44 17.80 0.26 97.43 0.47 0.44 - - - - - - - 0.44 17.83 0.26 97.43 0.46 0.43 - - - - - -- - 0.43 17.87 0.25 97.43 0.46 0.43 - - - - - - - 0.43 17.90 0.25 97.43 0.45 0.43 - - - - - - -- 0.43 17.93 0.25 97.42 0.45 0.42 - - - - - - - 0.42 17.97 0.25 97.42 0.45 0.42 - - - - - - 0.42 18.00 0.25 97.42 0.44 0.41 - - - - - - - 0.41 18.03 0.24 97.42 0.44 0.41 - - - - -- - - 0.41 18.07 0.24 97.42 0.43 0.41 - - - - - - - 0.41 18.10 0.24 97.41 0.43 0.40 - - - - - - - 0.40 18.13 0.24 97.41 0.43 0.40 - - - - - --- - 0.40 Continues on next page... Dw.East SRD Basin Page 5 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.17 0.24 97.41 0.42 0.40 - - - - - - - 0.40 18.20 0.23 97.41 0.42 0.39 = - - - - - - 0.39 18.23 0.23 97.41 0.41 0.39 - - - - - - - 0.39 18.27 0.23 97.40 0.41 0.39 - - -- - - - - 0.39 18.30 0.23 97.40 0.41 0.38 - - - - - - 0.38 18.33 0.23 97.40 0.40 0.38 - --- - ----- - ----- -- 0.38 18.37 0.23 97.40 0.40 0.38 - - - - - - - 0.38 18.40 0.23 97.40 0.40 0.37 - - - - - - - 0.37 18.43 0.22 97.39 0.39 0.37 - - - - - - - 0.37 18.47 0.22 97.39 0.39 0.37 ---- - - - - - - 0.37 18.50 0.22 97.39 0.39 0.36 - - - - - - - 0.36 18.53 0.22 97.39 0.38 0.36 - - --- ----- - - - 0.36 18.57 0.22 97.39 0.38 0.36 - - -- - - - - 0.36 18.60 0.22 97.38 0.38 0.36 ---- - ----- - - - - 0.36 18.63 0.22 97.38 0.37 0.35 - - - - - - - 0.35 18.67 0.22 97.38 0.37 0.35 - ---- -- - - - - 0.35 18.70 0.22 97.38 0.37 0.35 - - - - - - 0.35 18.73 0.22 97.38 0.36 0.35 - - - - - - - 0.35 18.77 0.22 97.38 0.36 0.34 - - - - - - - 0.34 18.80 0.22 97.37 0.36 0.34 - - -- - - - 0.34 18.83 0.22 97.37 0.36 0.34 - - - - - - - 0.34 18.87 0.22 97.37 0.35 0.34 - - ---- - - - ---- 0.34 18.90 0.22 97.37 0.35 0.33 - - --- - - - ----- 0.33 18.93 0.21 97.37 0.35 0.33 - -- - - - -- - 0.33 18.97 0.21 97.37 0.34 0.33 - ---- - - - - - 0.33 19.00 0.21 97.37 0.34 0.33 - - -- ---- - --- -- 0.33 19.03 0.21 97.36 0.34 0.32 - - - - - - - 0.32 19.07 0.21 97.36 0.34 0.32 ----- -- ---- ----- - --- 0.32 19.10 0.21 97.36 0.33 0.32 - - - - - - ---- 0.32 19.13 0.21 97.36 0.33 0.32 - -- - - - -- -- 0.32 19.17 0.21 97.36 0.33 0.32 - - - - - -- - 0.32 19.20 0.21 97.36 0.33 0.31 - - - - - - - 0.31 19.23 0.21 97.36 0.32 0.31 - - - - - - - 0.31 19.27 0.21 97.35 0.32 0.31 - - - - - - - 0.31 19.30 0.21 97.35 0.32 0.31 - ---- - --- - - - 0.31 19.33 0.21 97.35 0.32 0.31 -- ----- - - -- -- - 0.31 19.37 0.21 97.35 0.32 0.30 - ---- - - - --- --- 0.30 19.40 0.21 97.35 0.31 0.30 - - - ---- - - - 0.30 19.43 0.21 97.35 0.31 0.30 - - - - - - - 0.30 19.47 0.20 97.35 0.31 0.30 - - - - - - - 0.30 19.50 0.20 97.35 0.31 0.30 ---- ----- --- --- --- ----- -- 0.30 19.53 0.20 97.34 0.30 0.29 - ----- -- - - - - 0.29 19.57 0.20 97.34 0.30 0.29 - - - - --- - - 0.29 19.60 0.20 97.34 0.30 0.29 - - - - - - - 0.29 19.63 0.20 97.34 0.30 0.29 - - - - - - - 0.29 19.67 0.20 97.34 0.30 0.29 - ---- - - - - - 0.29 19.70 0.20 97.34 0.29 0.29 -- --- - ---- -- - -- 0.29 19.73 0.20 97.34 0.29 0.28 ----- - --- - - ----- =--- 0.28 19.77 0.20 97.34 0.29 0.28 - - - - - ---- - 0.28 19.80 0.20 97.34 0.29 0.28 - - -- - - - ---- 0.28 19.83 0.20 97.33 0.29 0.28 - - - - - - - 0.28 Continues on next page... Oev.East SRD-Basin Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cis cfs cfs 19.87 0.20 97.33 0.28 0.28 - - - - - - - 0.28 19.90 0.20 97.33 0.28 0.28 -=- - - - - - - 0.28 19.93 0.20 97.33 0.28 0.27 - - - - - - - 0.27 19.97 0.19 97.33 0.28 0.27 - - - - - - - 0.27 20.00 0.19 97.33 0.28 0.27 - - - - - - - 0.27 20.03 0.19 97.33 0.28 0.27 -- - - - -- - - 0.27 20.07 0.19 97.33 0.27 0.27 - - - - - - - 0.27 20.10 0.19 97.33 0.27 0.27 - - - - - - - 0.27 20.13 0.19 97.33 0.27 0.26 - - - - - - - 0.26 20.17 0.19 97.32 0.27 0.26 - - - - - - - 0.26 20.20 0.19 97.32 0.27 0.26 - - - - - - - 0.26 20.23 0.19 97.32 0.27 0.26 ----- - - - ----- --- -- 0.26 20.27 0.19 97.32 0.26 0.26 - - - - - - - 0.26 20.30 0.19 97.32 0.26 0.26 -- - - - - - - 0.26 20.33 0.19 97.32 0.26 0.26 - - - - - - - 0.26 20.37 0.19 97.32 0.26 0.25 ----- - -- - - - - 0.25 20.40 0.19 97.32 0.26 0.25 - - - - - - 0.25 20.43 0.19 97.32 0.26 0.25 - - - --- - - --- 0.25 20.47 0.18 97.32 0.25 0.25 - - - - - - - 0.25 20.50 0.18 97.32 0.25 0.25 - - - - - - 0.25 20.53 0.18 97.31 0.25 0.25 - - - - - - - 0.25 20.57 0.18 97.31 0.25 0.25 - - - - - -- - 0.25 20.60 0.18 97.31 0.25 0.25 - - - - - - - 0.25 20.63 0.18 97.31 0.25 0.24 - - ----- - - - ---- 0.24 20.67 0.18 97.31 0.25 0.24 -- -- - - - - - 0.24 20.70 0.18 97.31 0.24 0.24 - - - - - - - 0.24 20.73 0.18 97.31 0.24 0.24 - - - - - - - 0.24 20.77 0.18 97.31 0.24 0.24 - - - - -- ----- - 0.24 20.80 0.18 97.31 0.24 0.24 - - - -- - - - 0.24 20.83 0.18 97.31 0.24 0.24 - - -- - - ----- - 0.24 20.87 0.18 97.31 0.24 0.24 - - - - - -- - 0.24 20.90 0.18 97.31 0.24 0.23 - - - - - - 0.23 20.93 0.17 97.30 0.23 0.23 - - - - - - - 0.23 20.97 0.17 97.30 0.23 0.23 - - - - - - - 0.23 21.00 0.17 97.30 0.23 0.23 - - - - - -- - 0.23 21.03 0.17 97.30 0.23 0.23 - - -- -- -- - - 0.23 21.07 0.17 97.30 0.23 0.23 - - - - - - ----- 0.23 21.10 0.17 97.30 0.23 0.23 - - - - - - --- 0.23 21.13 0.17 97.30 0.23 0.23 - - - - - - - 0.23 21.17 0.17 97.30 0.23 0.23 - - - - - - - 0.23 21.20 0.17 97.30 0.22 0.22 - - - - - --- - 0.22 21.23 0.17 97.30 0.22 0.22 - - ----- - - - - 0.22 21.27 0.17 97.30 0.22 0.22 - - -- - - - -- 0.22 21.30 0.17 97.30 0.22 0.22 - - - - - - - 0.22 21.33 0.17 97.30 0.22 0.22 - - - - - - - 0.22 21.37 0.17 97.30 0.22 .0.22 - - - - - - 0.22 21.40 0.17 97.29 0.22 0.22 - - - - - - - 0.22 21.43 0.16 97.29 0.22 0.22 - - - - - - =- 0.22 21.47 0.16 97.29 0.22 0.22 - - - - --- - - 0.22 21.50 0.16 97.29 0.22 0.22 - - - 0_22 21.53 0.16 97.29 0.22 0.22 - - - 0.22 Continues on next page... Dev.East SRD-Basin Page 7 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 ds cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.57 0.16 97.29 0.22 0.22 - - - - - - - 0.22 21.60 0.16 97.29 0.21 0.21 =-- - - - - - - 0.21 21.63 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.67 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.70 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.73 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.77 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.80 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.83 0.16 97.29 0.21 0.21 - - - - - - - 0.21 21.87 0.16 97.29 0.21 0.21 -- ----- - - -- -- - 0.21 21.90 0.15 97.28 0.21 0.21 - - - - - - - 0.21 21.93 0.15 97.28 0.21 0.21 - - - - -- -- - 0.21 21.97 0.15 97.28 0.21 0.21 ----- - - - - - - 0.21 22.00 0.15 97.28 0.20 0.20 ----- - - - - - - 0.20 22.03 0.16 97.28 0.20 0.20 - - - - - - - 0.20 22.07 0.16 97.28 0.20 0.20 - - -- - - -- - 0.20 22.10 0.17 97.28 0.20 0.20 - - - - - - 0.20 22.13 0.17 97.28 0.20 0.20 - - - ----- ---- --- -- 0.20 22.17 0.18 97.28 0.20 0.20 - - - - - - - 0.20 22.20 0.19 97.28 0.20 0.20 - - - - - - 0.20 22.23 0.18 97.28 0.20 0.20 - - - - - -- - 0.20 22.27 0.18 97.28 0.20 0.20 - - - - - -- - 0.20 22.30 0.18 97.28 0.20 0.20 - - - - - - - 0.20 22.33 0.18 97.28 0.20 0.20 --- ----- --- -- --- --- -- 0.20 22.37 0.18 97.28 0.20 0.20 - - - - - - - 0.20 22.40 0.17 97.28 0.20 0.20 - - - - - - - 0.20 22.43 0.17 97.28 0.20 0.20 - - -- - - - - 0.20 22.47 0.17 97.28 0.20 0.20 - - - - - - - 0.20 22.50 0.17 97.28 0.20 0.20 - - -- ----- - -- - 0.20 22.53 0.16 97.28 0.20 0.20 - ----- --- - - --- - 0.20 22.57 0.16 97.28 0.20 0.20 - - - - - - - 0.20 22.60 0.16 97.28 0.20 0.20 - - - - - - - 0.20 22.63 0.15 97.27 0.20 0.20 - - - - - - - 0.20 22.67 0.15 97.27 0.20 0.20 - - ----- - - - - 0.20 22.70 0.15 97.27 0.19 0.19 - - - ----- - ----- - 0.19 22.73 0.15 97.27 0.19 0.19 - - --- - ---- ----- -- 0.19 22.77 0.15 97.27 0.19 0.19 - - - - -- - - 0.19 22.80 0.15 97.27 0.19 0.19 - - - - - - - 0.19 22.83 0.15 97.27 0.19 0.19 - - - - - - - 0.19 22.87 0.15 97.27 0.19 0.19 - - - - - - - 0.19 22.90 0.15 97.27 0.19 0.19 - - - - - - - 0.19 22.93 0.15 97.27 0.19 0.19 - - ----- ----- - - - 0.19 22.97 0.15 97.27 0.19 0.19 - - - - - - - 0.19 23.00 0.15 97.27 0.19 0.19 - - - - - --- - 0.19 23.03 0.15 97.27 0.19 0.19 - - - - - - - 0.19 23.07 0.15 97.27 0.19 0.19 - - - - - - 0.19 23.10 0.15 97.27 0.19 0.19 - - - - - - --- 0.19 23.13 0.14 97.27 0.19 0.19 -- - -- -- - - - 0.19 23.17 0.14 97.27 0.19 0.19 - - - - - - - 0.19 23.20 0.14 97.27 0.18 0.18 - - - - - - - 0.18 23.23 0.14 97.27 0.18 0.18 - - - - - - - 0.18 Continues on next page... DwEast SRD-Basin Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) efs ft cfs ds ds ds ds cfs cfs cfs cfs ds 23.27 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.30 0.14 97.26 0.18 0.18 =--- - - - - - - 0.18 23.33 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.37 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.40 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.43 0.14 97.26 0.18 0.18 - - -- ----- ----- -- - 0.18 23.47 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.50 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.53 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.57 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.60 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.63 0.14 97.26 0.18 0.18 - - - - - -- - 0.18 23.67 0.14 97.26 0.18 0.18 - - - - - - - 0.18 23.70 0.14 97.26 0.18 0.18 - - - - ----- - - 0.18 23.73 0.14 97.26 0.17 0.17 - - - - - - - 0.17 23.77 0.13 97.26 0.17 0.17 - - - - ---- - - 0.17 23.80 0.13 97.26 0.17 0.17 - - - - - - 0.17 23.83 0.13 97.26 0.17 0.17 - ----- ----- - - - - 0.17 23.87 0.13 97.26 0.17 0.17 - - - - - - - 0.17 23.90 0.13 97.25 0.17 0.17 - ---- - - - - 0.17 23.93 0.13 97.25 0.17 0.17 - - - - - - - 0.17 23.97 0.13 97.25 0.17 0.17 - - - - - - - 0.17 24.00 0.13 97.25 0.17 0.17 - - - - ----- - - 0.17 24.03 0.13 97.25 0.17 0.17 - ---- ----- - - -- - 0.17 24.07 0.12 97.25 0.17 0.17 - - - - - -- - 0.17 24.10 0.12 97.25 0.17 0.17 - --- -- - - - - 0.17 24.13 0.11 97.25 0.17 0.17 - - - - - - - 0.17 24.17 0.10 97.25 0.17 0.17 - --- - - - - ---- 0.17 24.20 0.08 97.25 0.17 0.16 - - - - -- - ----- 0.16 24.23 0.07 97.25 0.16 0.16 -- - - - - - ----- 0.16 24.27 0.06 97.25 0.16 0.16 - - - - ---- - - 0.16 24.30 0.05 97.25 0.16 0.16 - - - - - -- - 0.16 24.33 0.04 97.24 0.16 0.16 - - - - - - - 0.16 24.37 0.03 97.24 0.16 0.16 - - - - - - - 0.16 24.40 0.03 97.24 0.15 0.15 - - -- - - - - 0.15 24.43 0.02 97.24 0.15 0.15 - - - ----- - - - 0.15 24.47 0.01 97.24 0.15 0.15 - - - - - - - 0.15 24.50 0.01 97.24 0.15 0.15 - - - - - - - 0.15 24.53 0.01 97.23 0.15 0.15 - - - - - - - 0.15 24.57 0.00 97.23 0.14 0.14 ----- --- - - --- ----- -- 0.14 24.60 0.00 97.23 0.14 0.14 - - - - - - - 0.14 24.63 0.00 97.23 0.14 0.14 - - - - - -- - 0.14 24.67 0.00 97.23 0.14 0.14 - - - - - - - 0.14 24.70 0.00 97.22 0.14 0.14 - - - - - -- - 0.14 24.73 0.00 97.22 0.13 0.13 - - - - - - - 0.13 24.77 0.00 97.22 0.13 0.13 - - - - - - - 0.13 24.80 0.00 97.22 0.13 0.13 - - - - - - - 0.13 24.83 0.00 97.22 0.13 0.13 - - - - - - ----- 0.13 24.87 0.00 97.22 0.13 0.13 - - - - - - - 0.13 24.90 0.00 97.21 0.12 0.12 - - - - - - - 0.12 24.93 0.00 97.21 0.12 0.12 - - - - - - - 0.12 Continues on next page... DwEast SRD-Basin Page 9 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHi Outflow (hrs) cis ft cfs cis cfs cfs cfs cfs cfs cfs cis cis 24.97 0.00 97.21 0.12 0.12 - - - - - - - 0.12 25.00 0.00 97.21 0.12 0.12 =-- - - - - - - 0.12 25.03 0.00 97.21 0.12 0.12 - - - - - - - 0.12 25.07 0.00 97.21 0.11 0.11 - - - - - - - 0.11 25.10 0.00 97.21 0.11 0.11 - - - - - - - 0.11 25.13 0.00 97.20 0.11 0.11 - - -- - - - -- 0.11 25.17 0.00 97.20 0.11 0.11 - - - - - - - 0.11 25.20 0.00 97.20 0.11 0.11 - - - - - - - 0.11 25.23 0.00 97.20 0.11 0.11 - - - - - - - 0.11 25.27 0.00 97.20 0.11 0.11 - - - - - - - 0.11 25.30 0.00 97.20 0.10 0.10 - - - - - - - 0.10 25.33 0.00 97.20 0.10 0.10 -- ---- - - - ---- - 0.10 25.37 0.00 97.19 0.10 0.10 - - - -- - - - 0.10 25.40 0.00 97.19 0.10 0.10 - ----- - - - - - 0.10 25.43 0.00 97.19 0.10 0.10 - - - - - - - 0.10 25.47 0.00 97.19 0.10 0.10 - - - - - ----- --- 0.10 25.50 0.00 97.19 0.10 0.10 - - - - - - 0.10 25.53 0.00 97.19 0.10 0.10 -- ---- -- -- -- - - 0.10 25.57 0.00 97.19 0.10 0.10 - - - - - - - 0.10 25.60 0.00 97.19 0.10 0.10 -- -- - - - - 0.10 25.63 0.00 97.18 0.09 0.09 - - - - - - - 0.09 25.67 0.00 97.18 0.09 0.09 - - - - - ---- - 0.09 25.70 0.00 97.18 0.09 0.09 - - - -- - - - 0.09 25.73 0.00 97.18 0.09 0.09 -- --- -- --- -- --- - 0.09 25.77 0.00 97.18 0.09 0.09 - - - -- - - --- 0.09 25.80 0.00 97.18 0.09 0.09 ----- - - - - - - 0.09 25.83 0.00 97.18 0.09 0.09 - - - - - - - 0.09 25.87 0.00 97.18 0.09 0.09 - - - - - - - 0.09 26.90 0.00 97.17 0.09 0.09 - - - - - - - 0.09 25.93 0.00 97.17 0.09 0.09 - - - -- -- - -- 0.09 25.97 0.00 97.17 0.09 0.09 - - - - - -- - 0.09 26.00 0.00 97.17 0.08 0.08 -- - - - - - - 0.08 26.03 0.00 97.17 0.08 0.08 - - - - - - --- 0.08 26.07 0.00 97.17 0.08 0.08 - - - - -- - - 0.08 26.10 0.00 97.17 0.08 0.08 - ---- - - - - - 0.08 26.13 0.00 97.17 0.08 0.08 ---_ -- -- - --- ---- _---- 0.08 26.17 0.00 97.17 0.08 0.08 - - - ---- - - - 0.08 26.20 0.00 97.16 0.08 0.08 - - - - - - - 0.08 26.23 0.00 97.16 0.08 0.08 - - - - - - - 0.08 26.27 0.00 97.16 0.08 0.08 ----- - --- ---- - - - 0.08 26.30 0.00 97.16 0.08 0.08 - - - - - -- - 0.08 26.33 0.00 97.16 0.08 0.08 ---- ----- ----- ---- ---- ----- - 0.08 26.37 0.00 97.16 0.08 0.08 - - - - - ---- - 0.08 26.40 0.00 97.16 0.07 0.07 - - - - - - - 0.07 26.43 0.00 97.16 0.07 0.07 - - - - --- - - 0.07 26.47 0.00 97.16 0.07 0.07 ----- - - - - --- - 0.07 26.50 0.00 97.16 0.07 0.07 - -- - ----- ---- - ---- 0.07 26.53 0.00 97.15 0.07 0.07 ---- - - - ---- ----- --- 0.07 26.57 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.60 0.00 97.15 0.07 0.07 - ---- - - - - ---- 0.07 26.63 0.00 97.15 0.07 0.07 - - - - - - - 0.07 Continues on next page... Dev.East SRD-Basin Page 10 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) dfs ft cfs cfs cfs efs dfs cfs dfs dfs cfs dfs 26.67 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.70 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.73 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.77 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.80 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.83 0.00 97.15 0.07 0.07 - - - - - -- - 0.07 26.87 0.00 97.15 0.07 0.07 - - - - - - - 0.07 26.90 0.00 97.15 0.06 0.06 - - - - - - - 0.06 26.93 0.00 97.14 0.06 0.06 - - - - - - - 0.06 26.97 0.00 97.14 0.06 0.06 - - - - - - - 0.06 27.00 0.00 97.14 0.06 0.06 - - - - - - - 0.06 27.03 0.00 97.14 0.06 0.06 - -- - - - - - 0.06 27.07 0.00 97.14 0.06 0.06 - - - - - - - 0.06 27.10 0.00 97.14 0.W 0.06 - - - - - - - 0.06 27.13 0.00 97.14 0.W 0.06 - - - - - - - 0.06 27.17 0.00 97.14 0.06 0.06 - - - ---- - - - 0.06 27.20 0.00 97.14 0.06 0.06 - - - - - - 0.06 27.23 0.00 97.14 0.06 0.06 - -- - - -- - - 0.06 27.27 0.00 97.14 0.06 0.06 - - - - - - - 0.06 27.30 0.00 97.14 0.06 0.06 - - - - - - 0.06 27.33 0.00 97.14 0.06 0.06 - - - - - - - 0.06 27.37 0.00 97.13 0.06 0.06 - - - - - - - 0.06 27.40 0.00 97.13 0.06 0.06 - - - - - - - 0.06 27.43 0.00 97.13 0.06 0.06 - - - - - -- ---- 0.06 27.47 0.00 97.13 0.05 0.05 - - - - - -- - 0.05 27.50 0.00 97.13 0.05 0.05 - - - - - - 0.05 27.53 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.57 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.60 0.00 97.13 0.05 0.05 ---- - - - - - - 0.05 27.63 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.67 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.70 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.73 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.77 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.80 0.00 97.13 0.05 0.05 - - - - - - - 0.05 27.83 0.00 97.12 0.05 0.05 -- ---- - - - 0A5 27.87 0.00 97.12 0.05 0.05 - - - - ---- - - 0.05 27.90 0.00 97.12 0.05 0.05 - - - - - - - 0.05 27.93 0.00 97.12 0.05 0.05 - - - - - - - 0.05 27.97 0.00 97.12 0.05 0.05 ---- - - - - - - 0.05 28.00 0.00 97.12 0.05 0.05 - - - - - - - 0.05 28.03 0.00 97.12 0.05 0.05 - - ---- - - - - 0.05 28.07 0.00 97.12 0.05 0.05 - - - - - - - 0.05 28.10 0.00 97.12 0.05 0.05 - - ---- ----- - - - 0.05 28.13 0.00 97.12 0.04 0.04 - - - - - - - 0.04 28.17 0.00 97.12 0.04 0.04 - - ---- - - - - 0.04 28.20 0.00 97.12 0.04 0.04 - - - - - - - 0.04 28.23 0.00 97.12 0.04 0.04 - - - 0.04 28.27 0.00 97.12 0.04 0.04 -- - - - - - - 0.04 28.30 0.00 97.12 0.04 0.04 - - - - - - - 0.04 28.33 0.00 97.12 0.04 0.04 - - - - - - - 0.04 Continues on next page... Dw.East SRD-Basin Page 11 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) eft ft cfs cfs eft cfs cfs cfs eft cfs cfs cfs 28.37 0.00 97.12 0.04 0.04 - - - - - - - 0.04 28.40 0.00 97.11 0.04 0.04 =-- - - - - - - 0.04 28.43 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.47 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.50 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.53 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.57 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.60 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.63 0.00 97.11 OA4 0.04 --- - - - - - - 0.04 28.67 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.70 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.73 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.77 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.80 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.83 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.87 0.00 97.11 0.04 0.04 - - - - - - - 0.04 28.90 0.00 97.11 0.04 0.04 - - - - - - 0.04 28.93 0.00 97.11 0.04 0.04 - - - ---- - - - 0.04 28.97 0.00 97.11 0.03 0.03 - - - - - - - 0.03 29.00 0.00 97.11 0.03 0.03 - - - - - - 0.03 29.03 0.00 97.11 0.03 0.03 - - - - - - - 0.03 29.07 0.00 97.11 0.03 0.03 - - - - - - - 0.03 29.10 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.13 0.00 97.10 0.03 0.03 ---- - - - - - - 0.03 29.17 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.20 0.00 97.10 0.03 0.03 -- - - - - - - 0.03 29.23 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.27 0.00 97.10 0.03 0.03 - - - -- - - - 0.03 29.30 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.33 0.00 97.10 0.03 0.03 - - - - - ----- - 0.03 29.37 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.40 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.43 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.47 0.00 97.10 0.03 0.03 - - - - ---- - - 0.03 29.50 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.53 0.00 97.10 0.03 0.03 -- --- - - ----- --- - 0.03 29.57 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.60 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.63 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.67 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.70 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.73 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.77 0.00 97.10 0.03 0.03 - - - - - ----- - 0.03 29.80 0.00 97.10 0.03 0.03 - - - --- - - - 0.03 29.83 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.87 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.90 0.00 97.10 0.03 0.03 - - - - - - - 0.03 29.93 0.00 97.10 0.03 0.03 - ---- - - - - - 0.03 29.97 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.00 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.03 0.00 97.09 0.03 0.03 - ---- - - - - - 0.03 Continues on next page... DwEast SRD-Basin Page 12 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfi1 outflow (hrs) efs ft cfs cfs cfs cfs efs cfs cfs cfs cfs cfs 30.07 0.00 97.09 0.03 0.03 - - - ----- - - - 0.03 30.10 0.00 97.09 0.03 0.03 =--- - - - - - - 0.03 30.13 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.17 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.20 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.23 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.27 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.30 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.33 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.37 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.40 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.43 0.00 97.09 0.03 0.03 - - - - - - 0.03 30.47 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.50 0.00 97.09 0.03 0.03 - - - ----- - - - 0.03 30.53 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.57 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.60 0.00 97.09 0.03 0.03 - - - - - - 0.03 30.63 0.00 97.09 0.03 0.03 - - - - ---- - - 0.03 30.67 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.70 0.00 97.09 0.03 0.03 - - - - ----- - 0.03 30.73 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.77 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.80 0.00 97.09 0.03 0.03 - - - -- - - - 0.03 30.83 0.00 97.09 0.03 0.03 - --- - ----- -- - - 0.03 30.87 0.00 97.09 0.03 0.03 - - - - - - - 0.03 30.90 0.00 97.08 0.03 0.03 - - - - - - - 0.03 30.93 0.00 97.08 0.03 0.03 - - - - - - - 0.03 30.97 0.00 97.08 0.03 0.03 - - - - - - - 0.03 31.00 0.00 97.08 0.03 0.03 ---- - - - -- - - 0.03 31.03 0.00 97.08 0.02 0.02 -- - - - ----- - - 0.02 31.07 0.00 97.08 0.02 0.02 ---- - - ---- - - - 0.02 31.10 0.00 97.08 0.02 0.02 - -- - - - - - 0.02 31.13 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.17 0.00 97.08 0.02 0.02 --- - - - ---- - - 0.02 31.20 0.00 97.08 0.02 0.02 - - - - - ---- - 0.02 31.23 0.00 97.08 0.02 0.02 ----- - -_ - ----- - 0.02 31.27 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.30 0.00 97.08 0.02 0.02 - - - - -- ----- - 0.02 31.33 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.37 0.00 97.08 0.02 0.02 - - - - - --- - 0.02 31.40 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.43 0.00 97.08 0.02 0.02 - - - ---- - - - 0.02 31.47 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.50 0.00 97.08 0.02 0.02 - --- - - - - - 0.02 31.53 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.57 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.60 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.63 0.00 97.08 0.02 0.02 ---- - - - ----- ---- =--- 0.02 31.67 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.70 0.00 97.08 0.02 0.02 - - - - ----- - - 0.02 31.73 0.00 97.08 0.02 0.02 - - - - - - - 0.02 Continues on next page... Dev.East SRD-Basin Page 13 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ 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 31.77 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.80 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.83 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.87 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.90 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.93 0.00 97.08 0.02 0.02 - - - - - - - 0.02 31.97 0.00 97.08 0.02 0.02 - - - - - - - 0.02 32.00 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.03 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.07 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.10 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.13 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.17 0.00 97.07 0.02 0.02 - - - - -- - - 0.02 32.20 0.00 97.07 0.02 0.02 - -- - - - - - 0.02 32.23 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.27 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.30 0.00 97.07 0.02 0.02 - - - - - - 0.02 32.33 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.37 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.40 0.00 97.07 0.02 0.02 - - - - - - 0.02 32.43 0.00 97.07 0.02 0.02 - - -- - - ---- - 0.02 32.47 0.00 97.07 0.02 0.02 - - - -- - - - 0.02 32.50 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.53 0.00 97.07 0.02 0.02 - - - -- - ---- --- 0.02 32.57 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.60 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.63 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.67 0.00 97.07 0.02 0.02 - - - ---- - - - 0.02 32.70 0.00 97.07 0.02 0.02 - - -- - - - - 0.02 32.73 0.00 97.07 0.02 0.02 ---- - -- - - -- -- 0.02 32.77 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.80 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.83 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.87 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.90 0.00 97.07 0.02 0.02 - - - - - - - 0.02 32.93 0.00 97.07 0.02 0.02 -- --- --- ---- --- ----- -- 0.02 32.97 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.00 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.03 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.07 0.00 97.07 0.02 0.02 ----- - - --- - - - 0.02 33.10 0.00 97.07 0.02 0.02 ----- - - - - - - 0.02 33.13 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.17 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.20 0.00 97.07 0.02 0.02 - - - - - - - 0.02 33.23 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.27 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.30 0.00 97.06 0.02 0.02 - - - - ---- - - 0.02 33.33 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.37 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.40 0.00 97.06 0.02 0.02 - ----- - - - - - 0.02 33.43 0.00 97.06 0.02 0.02 - - - - - - - 0.02 Continues on next page... Dw.East SRD-Basin Page 14 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Ell Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 33.47 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.50 0.00 97.06 0.02 0.02 =-- - - - - - - 0.02 33.53 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.57 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.60 0.00 97.06 0.02 0.02 - - - - --- - - 0.02 33.63 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.67 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.70 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.73 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.77 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.80 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.83 0.00 97.06 0.02 0.02 - - -- - - - - 0.02 33.87 0.00 97.06 0.02 0.02 - - -- - - - - 0.02 33.90 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.93 0.00 97.06 0.02 0.02 - - - - - - - 0.02 33.97 0.00 97.06 0.02 0.02 - - -- - - - - 0.02 34.00 0.00 97.06 0.02 0.02 - - - -- - - 0.02 34.03 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.07 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.10 0.00 97.06 0.02 0.02 - - - - - - 0.02 34.13 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.17 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.20 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.23 0.00 97.06 0.02 0.02 - _____ - -___ _____ _-_ _-_- 0.02 34.27 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.30 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.33 0.00 97.06 0.02 0.02 - -- - - - - - 0.02 34.37 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.40 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.43 0.00 97.06 0.02 0.02 - - -- ----- - - - 0.02 34.47 0.00 97.06 0.02 0.02 - ---- - - - - - 0.02 34.50 0.00 97.06 0.02 0.02 - - - -- - - - 0.02 34.53 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.57 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.60 0.00 97.06 0.02 0.02 - - - - - - - 0.02 34.63 0.00 97.06 0.02 0.02 - - -- - - -- - 0.02 34.67 0.00 97.05 0.02 0.02 - - ---- - - - - 0.02 34.70 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.73 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.77 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.80 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.83 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.87 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.90 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.93 0.00 97.05 0.02 0.02 - - - - - - - 0.02 34.97 0.00 97.05 0.02 0.02 - - -- - - - 0.02 35.00 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.03 0.00 97.05 0.02 0.02 - - - ----- - -- =--- 0.02 35.07 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.10 0.00 97.05 0.02 0.02 -- - - - - - - 0.02 35.13 0.00 97.05 0.02 0.02 - - - - - - - 0.02 Continues on next page... Dev.East SRD-Basin Page 15 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfrl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 35.17 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.20 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.23 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.27 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.30 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.33 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.37 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.40 0.00 97.05 0.02 0.02 - - - - - - - 0.02 35.43 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.47 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.50 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.53 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.57 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.60 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.63 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.67 0.00 97.05 0.01 0.01 - -- - - - - - 0.01 35.70 0.00 97.05 0.01 0.01 - - - - - - 0.01 35.73 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.77 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.80 0.00 97.05 0.01 0.01 - - - - - - 0.01 35.83 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.87 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.90 0.00 97.05 0.01 0.01 - - - - - - - 0.01 35.93 0.00 97.05 0.01 0.01 - -- - - - - -- 0.01 35.97 0.00 97.05 0.01 0.01 -- - - - - -- - 0.01 36.00 0.00 97.05 0.01 0.01 - - - - - - - 0.01 36.03 0.00 97.05 0.01 0.01 - - - - - - - 0.01 36.07 0.00 97.05 0.01 0.01 ----- - - - - - - 0.01 36.10 0.00 97.05 0.01 0.01 - - --- - - - - 0.01 36.13 0.00 97.05 0.01 0.01 - - - - ---- ----- - 0.01 36.17 0.00 97.05 0.01 0.01 - - - - - - - 0.01 36.20 0.00 97.05 0.01 0.01 - - - - - - --- 0.01 36.23 0.00 97.05 0.01 0.01 - - ---- - - - - 0.01 36.27 0.00 97.05 0.01 0.01 -- - - - - - - 0.01 36.30 0.00 97.05 0.01 0.01 - - - - ---- - - 0.01 36.33 0.00 97.05 0.01 0.01 -- - ----- --- -- -- - 0.01 36.37 0.00 97.05 0.01 0.01 - - - - - - -- 0.01 36.40 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.43 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.47 .0.00 97.04 0.01 0.01 - - - -- - - - 0.01 36.50 0.00 97.04 0.01 0.01 - - -- - - - - 0.01 36.53 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.57 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.60 0.00 97.04 0.01 0.01 - - -- - - - - 0.01 36.63 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.67 0.00 97.04 0.01 0.01 - - - - - - 0.01 36.70 0.00 97.04 0.01 0.01 - - ---- - - - - 0.01 36.73 0.00 97.04 0.01 0.01 - - --- - - - - 0.01 36.77 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.80 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.83 0.00 97.04 0.01 0.01 - - - - - - - 0.01 Continues on next page... DwEast SRD-Basin Page 16 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) ds ft as cfs as as cfs cfs cfs cis cfs cfs 36.87 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.90 0.00 97.04 0.01 0.01 =-- - - - - - - 0.01 36.93 0.00 97.04 0.01 0.01 - - - - - - - 0.01 36.97 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.00 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.03 0.00 97.04 0.01 0.01 - ---- - - - - - 0.01 37.07 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.10 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.13 0.00 97.04 0.01 0.01 - - - - - ---- - 0.01 37.17 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.20 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.23 0.00 97.04 0.01 0.01 - - - - - - - 0.01 37.27 0.00 97.04 0.01 0.01 - - - -- - - - 0.01 37.30 0.00 97.04 0.01 0.01 - - - - - -- - 0.01 37.33 0.00 97.04 0.01 0.01 --- - - - - - - 0.01 ...End Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Dev.East SRD-Basin Hydrograph type = Reservoir Peak discharge = 2.04 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = Teaberry Basin Max. Elevation = 99.17 ft Max. Storage = 22,994 cuft Storage Indication method used. Outflow hydrograph volume=53,485 cult Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf I Outflow (hm) dfs ft efs efs dis ds dis cfs cfs cfs cfs cfs 11.80 1.88 97.29 0.22 0.22 - - - - - - - 0.22 11.83 2.17 97.32 0.26 0.25 - - - - - - - 0.25 11.87 2.49 97.34 0.30 0.29 - - -- - - - - 0.29 11.90 2.85 97.37 0.36 0.34 - - -- - - - 0.34 11.93 3.28 97.41 0.42 0.39 - - - - - ----- - 0.39 11.97 3.84 97.45 0.49 0.46 - - - - - - - 0.46 12.00 4.60 97.50 0.58 0.54 - - - - - - 0.54 12.03 5.57 97.56 0.67 0.65 - - - - - - - 0.65 12.07 6.67 97.63 0.78 0.77 - - - - - - -- 0.77 12.10 7.81 97.71 0.91 0.88 - - - - - -- - 0.88 12.13 8.89 97.80 1.00 0.99 - - - - - - - 0.99 12.17 9.81 97.91 1.10 1.10 -- - - - - - -- 1.10 12.20 10.44 98.02 1.21 1.20 - - - - - - - 1.20 12.23 10.73 98.12 1.31 1.28 - ----- ---- - ----- ----- - 1.28 12.27 10.78<< 98.21 1.41 1.37 - ---- - - - -_--- - 1.37 12.30 10.68 98.31 1.46 1.44 - - - - - - -- 1.44 12.33 10.49 98.40 1.52 1.52 - - - - - - -- 1.52 12.37 10.20 98.49 1.62 1.58 - - - - - - - 1.58 12.40 9.82 98.58 1.71 1.65 ----- - - - - - - 1.65 12.43 9.36 98.66 1.77 1.70 - - - - - - - 1.70 12.47 8.83 98.74 1.81 1.76 - - - - - - - 1.76 12.50 8.22 98.81 1.86 1.81 - - - - - - - 1.81 12.53 7.56 98.87 1.89 1.85 - -- --_ - ---- - -- 1.85 12.57 6.85 98.92 1.93 1.88 - - - - - - - 1.88 12.60 6.14 98.97 1.95 1.92 - - - - - - - 1.92 12.63 5.46 99.01 1.98 1.94 - - - - - - - 1.94 12.67 4.87 99.04 2.00 1.96 - - - - - - - 1.96 12.70 4.39 99.07 2.01 1.98 - - - - - - - 1.98 12.73 3.99 99.09 2.03 1.99 - - - - - - - 1.99 12.77 3.65 99.11 2.04 2.W - - - - - - - 2.00 12.80 3.36 99.13 2.05 2.01 - - - - - - - 2.01 12.83 3.10 99.14 2.06 2.02 - - - - - - - 2.02 12.87 2.88 99.15 2.06 2.03 - - - - --- ----- 2.03 12.90 2.69 99.16 2.07 2.03 - - - - - - - 2.03 12.93 2.53 99.16 2.07 2.04 - - - - - - - 2.04 12.97 2.39 99.17 2.07 2.04 - - - - - - - 2.04 13.00 2.28 99.17 2.07 2.04 - - - - - - - 2.04 13.03 2.18 99.17 2.08 2.04 - - - ----- - - - 2.04 Continues on next page... Dev.East SRD-Bisin Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ 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 13.07 2.10 99.17 2.08 2.04 - - - - - - - 2.04 13.10 2.03 99.17<< 2.08 2.04 = - - - - - - 2.04<< 13.13 1.97 99.17 2.08 2.04 - - - - - - - 2.04 13.17 1.92 99.17 2.08 2.04 - - - - - - - 2.04 13.20 1.87 99.17 2.07 2.04 - - - - - - - 2.04 13.23 1.82 99.17 2.07 2.04 - - - - - - - 2.04 13.27 1.78 99.17 2.07 2.04 - - - - - - - 2.04 13.30 1.74 99.16 2.07 2.04 - - - - - - - 2.04 13.33 1.71 99.16 2.07 2.03 - - - - - - - 2.03 13.37 1.68 99.16 2.07 2.03 - - - - - - - 2.03 13.40 1.65 99.15 2.06 2.03 - - - - - - - 2.03 13.43 1.62 99.15 2.06 2.03 - - - - - - - 2.03 13.47 1.60 99.14 2.06 2.02 - - - - - - - 2.02 13.50 1.58 99.14 2.06 2.02 - - - - - - - 2.02 13.53 1.56 99.13 2.05 2.02 - - - - - - - 2.02 13.57 1.54 99.13 2.05 2.02 - - - - - - - 2.02 13.60 1.52 99.13 2.05 2.01 - - - - - - - 2.01 13.63 1.51 99.12 2.04 2.01 - - - - - ---- - 2.01 13.67 1.49 99.11 2.04 2.01 - - - - - - - 2.01 13.70 1.47 99.11 2.04 2.00 - - ---_ - - ---- 2.00 13.73 1.46 99.10 2.03 2.00 - - - - - - - 2.00 13.77 1.44 99.10 2.03 2.00 -- - - - - - - 2.00 13.80 1.42 99.09 2.03 1.99 - -_ ----- - - - - 1.99 13.83 1.41 99.09 2.02 1.99 - - ----- - - - - 1.99 13.87 1.39 99.08 2.02 1.99 - - - - - - - 1.99 13.90 1.37 99.07 2.02 1.98 - - ---- - - - - 1.98 13.93 1.35 99.07 2.01 1.98 - - - - - - - 1.98 13.97 1.34 99.06 2.01 1.97 - - - - - - - 1.97 14.00 1.32 99.06 2.00 1.97 - - - - - - - 1.97 14.03 1.30 99.05 2.00 1.97 - - ----- - - ----- - 1.97 14.07 1.28 99.04 2.00 1.96 - - - - - - - 1.96 14.10 1.27 99.03 1.99 1.96 - -- - - - - - 1.96 14.13 1.25 99.03 1.99 1.95 - - - - - - - 1.95 14.17 1.24 99.02 1.98 1.95 - - - - - - - 1.95 14.20 1.22 99.01 1.98 1.94 -_ - - - - - - 1.94 14.23 1.21 99.01 1.97 1.94- - - . - -- -- -- 1.94 14.27 1.19 99.00 1.97 1.93 - - - - - - - 1.93 14.30 1.18 98.99 1.97 1.93 - - - - - - - 1.93 14.33 1.17 98.98 1.96 1.92 - - - - - - - 1.92 14.37 1.16 98.97 1.96 1.92 - - - - - - - 1.92 14.40 1.15 98.97 1.95 1.91 - - - - - - - 1.91 14.43 1.14 98.96 1.95 1.91 - - - - - - - 1.91 14.47 1.13 98.95 1.94 1.90 - - - - - - - 1.90 14.50 1.12 98.94 1.94 1.90 - - - - - - - 1.90 14.53 1.11 98.94 1.93 1.89 - - - - - - - 1.89 14.57 1.10 98.93 1.93 1.89 - - - - - - - 1.89 14.60 1.09 98.92 1.92 1.88 - - - - - - - 1.88 14.63 1.09 98.91 1.92 1.88 - - - - - - - 1.88 14.67 1.08 98.90 1.91 1.87 - - - - - - - 1.87 14.70 1.07 98.89 1.91 1.87 - - - - - - - 1.87 14.73 1.06 98.89 1.90 1.86 - - - - --- - - 1.86 Continues on next page... Oev.East SRD-Basin Page 3 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) dfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.77 1.05 98.88 1.90 1.85 - - - - - - - 1.85 14.80 1.04 98.87 1.89 1.85 - - - - - ---- - 1.85 14.83 1.04 98.86 1.89 1.84 - - - - - - - 1.84 14.87 1.03 98.85 1.88 1.84 - - - - - - - 1.84 14.90 1.02 98.85 1.88 1.83 - - - - - - - 1.83 14.93 1.01 98.84 1.87 1.83 - - - -- - -- ----- 1.83 14.97 1.00 98.83 1.87 1.82 - - - - - - --- 1.82 15.00 0.99 98.82 1.86 1.82 - -- - - -- - - 1.82 15.03 0.98 98.81 1.86 1.81 --- - - - - - - 1.81 15.07 0.97 98.80 1.85 1.80 - - ---- - - - - 1.80 15.10 0.97 98.79 1.85 1.80 - - - - - - - 1.80 15.13 0.96 98.79 1.84 1.79 -- - - - - - ---- 1.79 15.17 0.95 98.78 1.84 1.79 - - - - - - - 1.79 15.20 0.94 98.77 1.83 1.78 - - - - - - - 1.78 15.23 0.93 98.76 1.83 1.77 - - - - - - - 1.77 15.27 0.92 98.75 1.82 1.77 - - - - - - - 1.77 15.30 0.91 98.74 1.82 1.76 - - - - ----- 1.76 15.33 0.90 98.73 1.81 1.76 - - --- - - - - 1.76 15.37 0.90 98.73 1.81 1.75 - - - - - - - 1.75 15.40 0.89 98.72 1.80 1.74 - - - - - - - 1.74 15.43 0.88 98.71 1.80 1.74 - - - - - - - 1.74 15.47 0.87 98.70 1.79 1.73 - - - - - - - 1.73 15.50 0.86 98.69 1.79 1.72 - - - - - - - 1.72 15.53 0.85 98.68 1.78 1.72 -- - - ----- - - - 1.72 15.57 0.84 98.67 1.78 1.71 - - - - - - ----- 1.71 15.60 0.83 98.66 1.77 1.70 - - - ----- - - - 1.70 15.63 0.82 98.65 1.77 1.70 - - - - - - - 1.70 15.67 0.82 98.65 1.76 1.69 - - - - - - - 1.69 15.70 0.81 98.64 1.76 1.69 - - - - - - - 1.69 15.73 0.80 98.63 1.75 1.68 - - - -- -- --- - 1.68 15.77 0.79 98.62 1.75 1.67 - - - - - - - 1.67 15.80 0.78 98.61 1.74 1.67 - -- - - - - - 1.67 15.83 0.77 98.60 1.73 1.66 - - - - - - - 1.66 15.87 0.76 98.59 1.72 1.65 - - - - - -- - 1.65 15.90 0.75 98.58 1.71 1.65 - - - - - - - 1.65 15.93 0.74 98.57 1.70 1.64 - - - - - - - 1.64 15.97 0.73 98.56 1.69 1.63 - - - - - - - 1.63 16.00 0.72 98.55 1.68 1.63 - - - - - - - 1.63 16.03 0.72 98.55 1.67 1.62 - - -- - - - - 1.62 16.07 0.71 98.54 1.66 1.61 - - - - -- --- - 1.61 16.10 0.70 98.53 1.65 1.61 - - - - - - ----- 1.61 16.13 0.69 98.52 1.64 1.60 - - - ---- - ----- - 1.60 16.17 0.68 98.51 1.63 1.59 - - - - --- - - 1.59 16.20 0.67 98.50 1.62 1.59 - - - - - - - 1.59 16.23 0.67 98.49 1.61 1.58 - - - - - - - 1.58 16.27 0.66 98.48 1.60 1.57 - - - - - - - 1.57 16.30 0.65 98.47 1.59 1.57 - - - - - - - 1.57 16.33 0.65 98.46 1.58 1.56 - - - - - - - 1.56 16.37 0.64 98.45 1.57 1.55 - - --- - - - - 1.55 16.40 0.64 98.44 1.56 1.55 - - - - - - - 1.55 16.43 0.63 98.43 1.55 1.54 - - - - - - - 1.54 Continues on next page... Dev.East SRD-Basin Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hm) ds ft efs cis cfs ds ds ds ds ds cfs cfs 16.47 0.63 98.42 1.54 1.53 - - - - - - - 1.53 16.50 0.62 98.41 1.53 1.53 - - - - - - - 1.53 16.53 0.62 98.41 1.52 1.52 - - - - - - - 1.52 16.57 0.61 98.40 1.52 1.51 - - - - - - - 1.51 16.60 0.61 98.39 1.51 1.51 - - - - - - - 1.51 16.63 0.61 98.38 1.50 1.50 - - - - - - - 1.50 16.67 0.60 98.37 1.50 1.49 - - - - - - - 1.49 16.70 0.60 98.36 1.49 1.48 - - - - - - - 1.48 16.73 0.59 98.35 1.49 1.48 - - - - - - - 1.48 16.77 0.59 98.34 1.48 1.47 - - - - - - - 1.47 16.80 0.59 98.33 1.48 1.46 - - - - - - - 1.46 16.83 0.58 98.32 1.47 1.45 --- - -- - - - - 1.45 16.87 0.58 98.31 1.47 1.45 - - - - - - - 1.45 16.90 0.57 98.31 1.46 1.44 - -__ - -- -- - - - 1.44 16.93 0.57 98.30 1.46 1.43 - - - - - - - 1.43 16.97 0.57 98.29 1.45 1.43 - - -- - - --- - 1.43 17.00 0.56 98.28 1.44 1.42 - - - - - - - 1.42 17.03 0.56 98.27 1.44 1.41 - - - - - ----- - 1.41 17.07 0.55 98.26 1.43 1.40 - - - --- - - - 1.40 17.10 0.55 98.25 1.43 1.40 - - - ----- - - 1.40 17.13 0.55 98.24 1.42 1.39 - - - - - - - 1.39 17.17 0.54 98.24 1.42 1.38 - - - - - - - 1.38 17.20 0.54 98.23 1.41 1.38 -- - - - - -- - 1.38 17.23 0.53 98.22 1.41 1.37 - --- - - - ---- - 1.37 17.27 0.53 98.21 1.40 1.36 - - - - - - - 1.36 17.30 0.53 98.20 1.40 1.35 - - - ---- - - ---- 1.35 17.33 0.52 98.19 1.39 1.35 - - - - - - - 1.35 17.37 0.52 98.18 1.38 1.34 - - - - - - - 1.34 17.40 0.51 98.18 1.37 1.33 - - - - - ---- - 1.33 17.43 0.51 98.17 1.36 1.33 - - ---- - ---- - - 1.33 17.47 0.51 98.16 1.35 1.32 - - - - - - - 1.32 17.50 0.50 98.15 1.35 1.31 - - - - - - - 1.31 17.53 0.50 98.14 1.34 1.31 - - - - - - - 1.31 17.57 0.49 98.13 1.33 1.30 - - - - - - - 1.30 17.60 0.49 98.13 1.32 1.29 - - - - - - - 1.29 17.63 0.49 98.12 1.31 1.28 - - - - - - 1.28 17.67 0.48 98.11 1.30 1.28 - - - - - - - 1.28 17.70 0.48 98.10 1.29 1.27 - - - - - - - 1.27 17.73 0.47 98.09 1.29 1.26 - - - - - - --- 1.26 17.77 0.47 98.09 1.28 1.26 - - - - - - - 1.26 17.80 0.47 98.08 1.27 1.25 - - - - - - - 1.25 17.83 0.46 98.07 1.26 1.24 - - - - - - - 1.24 17.87 0.46 98.06 1.25 1.24 - - - - - - - 1.24 17.90 0.45 98.05 1.24 1.23 - - - - - - - 1.23 17.93 0.45 98.05 1.24 1.22 - - - - - ---- - 1.22 17.97 0.45 98.04 1.23 1.22 - - - - - - - 1.22 18.00 0.44 98.03 1.22 1.21 - - - - - - - 1.21 18.03 0.44 98.02 1.21 1.20 - - - - --- - - 1.20 18.07 0.43 98.01 1.20 1.20 - - - - - - - 1.20 18.10 0.43 98.01 1.19 1.19 - - - - - - - 1.19 18.13 0.43 98.00 1.19 1.18 - - - - - - - 1.18 Continues on next page... Dw.East SRD-Basin Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs ft cfs cfs cfs cis cfs cfs cfs cis cis cfs 18.17 0.42 97.99 1.18 1.17 - - - - - - - 1.17 18.20 0.42 97.98 1.17 1.16 - - - - - - - 1.16 18.23 0.42 97.97 1.16 1.16 - - - - - - - 1.16 18.27 0.41 97.96 1.15 1.15 - - - - - - - 1.15 18.30 0.41 97.95 1.14 1.14 - - - - - - 1.14 18.33 0.41 97.94 1.13 1.13 - - ----- - - - -- 1.13 18.37 0.41 97.93 1.12 1.12 - - - - - - - 1.12 18.40 0.40 97.92 1.11 1.11 - - - - - - - 1.11 18.43 0.40 97.91 1.10 1.10 - - - - - - - 1.10 18.47 0.40 97.90 1.09 1.09 - - - - - - - 1.09 18.50 0.40 97.90 1.09 1.08 - - - - - - - 1.08 18.53 0.40 97.89 1.08 1.08 - - - - - - - 1.08 18.57 0.40 97.88 1.07 1.07 - - - - - - - 1.07 18.60 0.40 97.87 1.06 1.W - - - - - - - 1.06 18.63 0.39 97.86 1.05 1.05 - ----- - - - - - 1.05 18.67 0.39 97.85 1.04 1.04 - ----- -- - - - - 1.04 18.70 0.39 97.84 1.04 1.03 - - - - - - 1.03 18.73 0.39 97.84 1.03 1.02 -- ---- - - - - ---- 1.02 18.77 0.39 97.83 1.02 1.01 - - - - - - - 1.01 18.80 0.39 97.82 1.01 1.01 - -- - - - - 1.01 18.83 0.39 97.81 1.01 1.00 - - - - - - - 1.00 18.87 0.39 97.80 1.00 0.99 - - ----- ---- - - - 0.99 18.90 0.38 97.80 0.99 0.98 - ---- - - - - - 0.98 18.93 0.38 97.79 0.98 0.97 -_ - -- - -- ----- -- 0.97 18.97 0.38 97.78 0.98 0.96 - - - - - - - 0.96 19.00 0.38 97.77 0.97 0.95 - - - - - - - 0.95 19.03 0.38 97.77 0.96 0.95 - - - ---- - - - 0.95 19.07 0.38 97.76 0.96 0.94 - - --- - - - - 0.94 19.10 0.38 97.75 0.95 0.93 - - -- - - - - 0.93 19.13 0.38 97.74 0.94 0.92 - - - - - - - 0.92 19.17 0.38 97.74 0.94 0.91 - - - - - - - 0.91 19.20 0.37 97.73 0.93 0.90 - - - - - - 0.90 19.23 0.37 97.72 0.93 0.90 - - - - - - - 0.90 19.27 0.37 97.72 0.92 0.89 - - - - - - - 0.89 19.30 0.37 97.71 0.91 0.88 - - - - - - - 0.88 19.33 0.37 97.70 0.91 0.87 -- - - - --_ - - 0.87 19.37 0.37 97.70 0.90 0.87 - - - - --- - - 0.87 19.40 0.37 97.69 0.89 0.86 - - - - - - - 0.86 19.43 0.37 97.68 0.88 0.85 - - - - - --- - 0.85 19.47 0.36 97.68 0.87 0.84 ---- - - - - - - 0.84 19.50 0.36 97.67 0.86 0.83 - - - - - - - 0.83 19.53 0.36 97.67 0.85 0.82 - -- - - --- ---- _____ 0.82 19.57 0.36 97.66 0.84 0.82 - - - - - - - 0.82 19.60 0.36 97.65 0.83 0.81 - - - - - - - 0.81 19.63 0.36 97.65 0.82 0.80 - - - - - - - 0.80 19.67 0.36 97.64 0.81 0.79 - - - - - - - 0.79 19.70 0.36 97.64 0.80 0.79 - - - - - - - 0.79 19.73 0.35 97.63 0.79 0.78 - ----- - ----- - - -- 0.78 19.77 0.35 97.63 0.78 0.77 - - - - - - - 0.77 19.80 0.35 97.62 0.77 0.76 - - - - - - - 0.76 19.83 0.35 97.61 0.76 0.76 - - - - - - - 0.76 Continues on next page... Dev.East SRD-Basin Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) Cfs ft Cis cfs cfs cis Cfs CIS cis cfs cfs cfs 19.87 0.35 97.61 0.75 0.75 - - - - - - - 0.75 19.90 0.35 97.60 0.75 0.74 - - - - - - - 0.74 19.93 0.35 97.60 0.74 0.74 - - - - - - - 0.74 19.97 0.35 97.59 0.73 0.73 - - - - - - - 0.73 20.00 0.35 97.59 0.72 0.72 - - - - - - - 0.72 20.03 0.34 97.58 0.72 0.71 - - - - - - - 0.71 20.07 0.34 97.58 0.71 0.70 - - - - - - - 0.70 20.10 0.34 97.58 0.70 0.69 - - - - - - - 0.69 20.13 0.34 97.57 0.70 0.68 - - - - - - - 0.68 20.17 0.34 97.57 0.69 0.67 - - - - - - - 0.67 20.20 0.34 97.56 0.68 0.67 - - - - - - - 0.67 20.23 0.34 97.56 0.68 0.66 - -- ---- - - -- - 0.66 20.27 0.34 97.55 0.67 0.65 - - - - - - - 0.65 20.30 0.33 97.55 0.66 0.64 - - - - -- - - 0.64 20.33 0.33 97.55 0.66 0.63 - - - - - - - 0.63 20.37 0.33 97.54 0.65 0.63 - - - - - - - 0.63 20.40 0.33 97.54 0.65 0.62 - - 0.62 20.43 0.33 97.53 0.64 0.61 - ---- ---- - - - - 0.61 20.47 0.33 97.53 0.64 0.61 - - - - - - -- 0.61 20.50 0.33 97.53 0.63 0.60 - - - - - --- - 0.60 20.53 0.33 97.52 0.63 0.59 - ----- - - - ---- - 0.59 20.57 0.32 97.52 0.62 0.59 - --- - - - --- - 0.59 20.60 0.32 97.52 0.62 0.58 - - ---- - - - - 0.58 20.63 0.32 97.51 0.61 0.57 - -- - -- -- --- - 0.57 20.67 0.32 97.51 0.61 0.57 - - - - - - - 0.57 20.70 0.32 97.51 0.60 0.56 - - - - - - - 0.56 20.73 0.32 97.50 0.60 0.56 - - - ---- - - - 0.56 20.77 0.32 97.50 0.59 0.55 - - - - -- -- 0.55 20.80 0.32 97.50 0.59 0.54 - - - - - - - 0.54 20.83 0.31 97.50 0.58 0.54 - - - ----- - - ---- 0.54 20.87 0.31 97.49 0.58 0.53 - - - - - ----- - 0.53 20.90 0.31 97.49 0.57 0.53 ----- ----- - - - - - 0.53 20.93 0.31 97.49 0.57 0.52 - - - - - - - 0.52 20.97 0.31 97.48 0.56 0.52 - - ---- - - - - 0.52 21.00 0.31 97.48 0.55 0.52 - - - - - - - 0.52 21.03 0.31 97.48 0.55 0.51 - ----- - - -- -- -- 0.51 21.07 0.31 97.48 0.54 0.51 - - - - - - - 0.51 21.10 0.30 97.47 0.54 0.50 - - - - - - - 0.50 21.13 0.30 97.47 0.54 0.50 - - - - - - ---- 0.50 21.17 0.30 97.47 0.53 0.49 - - - - - - - 0.49 21.20 0.30 97.47 0.53 0.49 - - - - - - - 0.49 21.23 0.30 97.46 0.52 0.49 - - ---- - - - - 0.49 21.27 0.30 97.46 0.52 0.48 - - - - - - - 0.48 21.30 0.30 97.46 0.51 0.48 - - - - - - - 0.48 21.33 0.30 97.46 0.51 0.47 - - - - - - - 0.47 21.37 0.29 97.45 0.50 0.47 - - - - - - - 0.47 21.40 0.29 97.45 0.50 0.47 - - - - - - - 0.47 21.43 0.29 97.45 0.50 0.46 ---- -- - -- ----- - - 0.46 21.47 0.29 97.45 0.49 0.46 - - - - - - - 0.46 21.50 0.29 97.45 0.49 0.46 - - - - - - - 0.46 21.53 0.29 97.44 0.48 0.45 - - - - ---- - - 0.45 Continues on next page... Oev.East SRD-Basin Page 7 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ 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 21.57 0.29 97.44 0.48 0.45 - - - - - - - 0.45 21.60 0.29 97.44 0.48 0.45 - ---- - - - - - 0.45 21.63 0.28 97.44 0.47 0.44 - - - - - - - 0.44 21.67 0.28 97.43 0.47 0.44 - - - - - - - 0.44 21.70 0.28 97.43 0.46 0.43 - - - - - - - 0.43 21.73 0.28 97.43 0.46 0.43 - - -- ---- - - - 0.43 21.77 0.28 97.43 0.46 0.43 - - - - - - - 0.43 21.80 0.28 97.43 0.45 0.43 - - - - - - - 0.43 21.83 0.28 97.43 0.45 0.42 - - - - - - - 0.42 21.87 0.28 97.42 0.45 0.42 - - - - - - - 0.42 21.90 0.27 97.42 0.44 0.42 - - - - - - - 0.42 21.93 0.27 97.42 0.44 0.41 - - - -- - - - 0.41 21.97 0.27 97.42 0.44 0.41 - - - - - - - 0.41 22.00 0.27 97.42 0.43 0.41 - - - - - - - 0.41 22.03 0.28 97.41 0.43 0.40 - - - - - - - 0.40 22.07 0.29 97.41 0.43 0.40 - - ---- -- -- - ---- 0.40 22.10 0.30 97.41 0.42 0.40 - - - - - - - 0.40 22.13 0.31 97.41 0.42 0.40 - - - - - - - 0.40 22.17 0.32 97.41 0.42 0.40 - - - - - - - 0.40 22.20 0.33 97.41 0.42 0.39 - - - - - - 0.39 22.23 0.32 97.41 0.42 0.39 - - - - - - - 0.39 22.27 0.32 97.41 0.42 0.39 - - - - - -- - 0.39 22.30 0.32 97.41 0.41 0.39 - - - - - - - 0.39 22.33 0.31 97.40 0.41 0.39 - -- - - --- - -- 0.39 22.37 0.31 97.40 0.41 0.39 - - - - - - - 0.39 22.40 0.31 97.40 0.41 0.38 - - ---- - - - - 0.38 22.43 0.30 97.40 0.41 0.38 - - - - - - - 0.38 22.47 0.30 97.40 0.40 0.38 - - - - - - - 0.38 22.50 0.29 97.40 0.40 0.38 - - - - - - - 0.38 22.53 0.29 97.40 0.40 0.38 - - - - ----- - - 0.38 22.57 0.28 97.40 0.40 0.38 - - - - - - - 0.38 22.60 0.28 97.40 0.40 0.37 - - - - - - - 0.37 22.63 0.27 97.39 0.39 0.37 - - - - - - --_ 0.37 22.67 0.27 97.39 0.39 0.37 - - - - --_- - - 0.37 22.70 0.27 97.39 0.39 0.37 ----- - - - - - - 0.37 22.73 0.27 97.39 0.39 0.37 ----- - - - ---- _- - 0.37 22.77 0.27 97.39 0.38 0.36 - - - - - - - 0.36 22.80 0.26 97.39 0.38 0.36 ---- - - - - - - 0.36 22.83 0.26 97.39 0.38 0.36 - ---- -- - - - ---- 0.36 22.87 0.26 97.39 0.38 0.36 ----- - - - - - - 0.36 22.90 0.26 97.38 0.38 0.36 - - - - - - - 0.36 22.93 0.26 97.38 0.37 0.35 - - - ---- - - ----- 0.35 22.97 0.26 97.38 0.37 0.35 - - - - - - - 0.35 23.00 0.26 97.38 0.37 0.35 - - - - - - - 0.35 23.03 0.26 97.38 0.37 0.35 - - --- - - - - 0.35 23.07 0.26 97.38 0.37 0.35 - ----- - - - ----- -- 0.35 23.10 0.26 97.38 0.36 0.35 - - - - - - - 0.35 23.13 0.26 97.38 0.36 0.34 --- - - - - - -=-- 0.34 23.17 0.25 97.38 0.36 0.34 - - - - - - - 0.34 23.20 0.25 97.37 0.36 0.34 - - - - - - - 0.34 23.23 0.25 97.37 0.36 0.34 - - - - - - - 0.34 Continues on next page... Dev.East SRD-Basin Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.27 0.25 97.37 0.35 0.34 - - - - - - - 0.34 23.30 0.25 97.37 0.35 0.33 - - - - - - - 0.33 23.33 0.25 97.37 0.35 0.33 - - - - - - - 0.33 23.37 0.25 97.37 0.35 0.33 - -- ----- - - - - 0.33 23.40 0.25 97.37 0.35 0.33 - - - - - - - 0.33 23.43 0.25 97.37 0.34 0.33 ---- - - - - - - 0.33 23.47 0.25 97.37 0.34 0.33 - - - - ---- - - 0.33 23.50 0.24 97.36 0.34 0.32 - - - - - - - 0.32 23.53 0.24 97.36 0.34 0.32 - - - - - - - 0.32 23.57 0.24 97.36 0.34 0.32 - - - - - - - 0.32 23.60 0.24 97.36 0.33 0.32 - - - - - - - 0.32 23.63 0.24 97.36 0.33 0.32 - ----- - -- - - - 0.32 23.67 0.24 97.36 0.33 0.32 - - - - - - - 0.32 23.70 0.24 97.36 0.33 0.32 -- - - - - - - 0.32 23.73 0.24 97.36 0.33 0.31 - - - - - - - 0.31 23.77 0.24 97.36 0.33 0.31 - - - - - - - 0.31 23.80 0.24 97.36 0.32 0.31 - --- - --- - - - 0.31 23.83 0.24 97.35 0.32 0.31 ----- - - - ---- - - 0.31 23.87 0.23 97.35 0.32 0.31 - --- - - - - - 0.31 23.90 0.23 97.35 0.32 0.31 - -- - - - - 0.31 23.93 0.23 97.35 0.32 0.31 - -- - - - - - 0.31 23.97 0.23 97.35 0.32 0.30 - - - - - ---- - 0.30 24.00 0.23 97.35 0.31 0.30 - - - ----- - - - 0.30 24.03 0.23 97.35 0.31 0.30 - -- -- ----- -- - - 0.30 24.07 0.22 97.35 0.31 0.30 - - - - - - - 0.30 24.10 0.21 97.35 0.31 0.30 - - - - -- - --- 0.30 24.13 0.19 97.35 0.31 0.30 - - - - - - - 0.30 24.17 0.17 97.34 0.30 0.29 - - - - -- - - 0.29 24.20 0.15 97.34 0.30 0.29 - --- ----- - - -- ---- 0.29 24.23 0.13 97.34 0.30 0.29 - - - - - -- - 0.29 24.27 0.11 97.34 0.29 0.28 - - - - -- - - 0.28 24.30 0.09 97.34 0.29 0.28 - - - - - - ----- 0.28 24.33 0.07 97.33 0.28 0.28 - - - - - - - 0.28 24.37 0.06 97.33 0.28 0.27 - - - - - - - 0.27 24.40 0.05 97.33 0.27 0.27 - - - - - - -- 0.27 24.43 0.03 97.32 0.27 0.26 - ----- - - - ----- 0.26 24.47 0.02 97.32 0.26 0.26 - - - - - - ---- 0.26 24.50 0.02 97.32 0.26 0.25 - - - - - - - 0.25 24.53 0.01 97.32 0.25 0.25 - - - - - - -- 0.25 24.57 0.00 97.31 0.25 0.24 - - - - - ---- - 0.24 24.60 0.00 97.31 0.24 0.24 ----- - - - ---- - - 0.24 24.63 0.00 97.31 0.24 0.23 - -- - - - - - 0.23 24.67 0.00 97.30 0.23 0.23 - - - - - - - 0.23 24.70 0.00 97.30 0.23 0.23 - - - - - - - 0.23 24.73 0.00 97.30 0.22 0.22 - - - ---- - - - 0.22 24.77 0.00 97.29 0.22 0.22 - - - - - - - 0.22 24.80 0.00 97.29 0.22 0.22 - - - - - - - 0.22 24.83 0.00 97.29 0.21 0.21 - - - - - - - 0.21 24.87 0.00 97.29 0.21 0.21 - - - - - - - 0.21 24.90 0.00 97.28 0.21 0.21 - - - - - - - 0.21 ...End Hydrograph Report Pa", Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Dev.East SRD-Basin Hydrograph type = Reservoir Peak discharge = 2.53 cfs Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = Teaberry Basin Max. Elevation = 99.89 ft Max. Storage = 31,425 cuft Storage Indication method used. Outflow hydrograph volume=69,999 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cis cfs 11.53 1.23 97.32 0.27 0.26 - - - - - - - 0.26 11.57 1.30 97.34 0.29 0.28 - - - - - - - 0.28 11.60 1.39 97.35 0.31 0.30 - - - -- - ---- - 0.30 11.63 1.51 97.36 0.34 0.32 - - - - - - - 0.32 11.67 1.66 97.38 0.37 0.35 - - - - - - - 0.35 11.70 1.85 97.40 0.40 0.38 - - - - - - - 0.38 11.73 2.10 97.42 0.44 0.41 - - - - - - 0.41 11.77 2.39 97.44 0.48 0.45 - - - - - - - 0.45 11.80 2.72 97.47 0.53 0.50 - - - - --- ---- - 0.50 11.83 3.11 97.50 0.59 0.55 - - - - - - - 0.55 11.87 3.55 97.54 0.64 0.61 - - - - - - - 0.61 11.90 4.04 97.58 0.70 0.69 - - - - - - - 0.69 11.93 4.61 97.62 0.78 0.77 - - - - - - - 0.77 11.97 5.36 97.68 0.87 0.84 - - - - -- - - 0.84 12.00 6.36 97.74 0.94 0.92 - - - - ----- -- - 0.92 12.03 7.64 97.82 1.01 1.01 - - - - - - - 1.01 12.07 9.07 97.91 1.10 1.10 - - - - - - - 1.10 12.10 10.55 98.02 1.21 1.20 - - - - - - - 1.20 12.13 11.94 98.12 1.32 1.29 - - - - - ---- - 1.29 12.17 13.11 98.24 1.42 1.38 - - - - - - - 1.38 12.20 13.88 98.36 1.49 1.49 - - - - --- - - 1.49 12.23 14.22 98.49 1.62 1.58 - - - - - - - 1.58 12.27 14.23<< 98.62 1.75 1.67 - - - - -- ----- - 1.67 12.30 14.06 98.75 1.82 1.76 - - - - - - - 1.76 12.33 13.75 98.87 1.89 1.85 - - - - - - - 1.85 12.37 13.33 98.99 1.97 1.93 - - - - - - - 1.93 12.40 12.80 99.10 2.03 2.00 - - - - - - - 2.00 12.43 12.17 99.21 2.10 2.07 - - - - - - - 2.07 12.47 11.44 99.31 2.16 2.12 - - - - - - - 2.12 12.50 10.63 99.40 2.22 2.18 - - - - - - - 2.18 12.53 9.74 99.48 2.27 2.22 - - - - - - - 2.22 12.57 8.81 99.56 2.31 2.26 - - - - - - - 2.26 12.60 7.88 99.62 2.35 2.30 - - - - - - - 2.30 12.63 6.99 99.67 2.38 2.33 - - - - - - - 2.33 12.67 6.22 99.71 2.41 2.35 - - - - - - - 2.35 12.70 5.59 99.75 2.43 2.37 - - - - - - - 2.37 12.73 5.08 99.78 2.45 2.38 - - - - - - - 2.38 12.77 4.65 99.81 2.47 2.40 - - 0.01 - -- - - 2.40 Continues on next page... Dev.East SRD-Basin Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.80 4.27 99.83 2.49 2.41 - - 0.03 - - - - 2.43 12.83 3.94 99.84 2.51 2.41 - - 0.05 - -- - - 2.46 12.87 3.66 99.86 2.53 2.42 - - 0.06 - - - - 2.48 12.90 3.41 99.87 2.54 2.42 - - 0.07 - - - - 2.50 12.93 3.21 99.88 2.55 2.43 - - 0.08 - - - - 2.51 12.97 3.03 99.88 2.56 2.43 - - 0.09 - - - - 2.52 13.00 2.89 99.89 2.57 2.43 - - 0.09 - - - - 2.53 13.03 2.76 99.89 2.57 2.43 - - 0.10 - -- - - 2.53 13.07 2.66 99.89 2.57 2.43 - - 0.10 - - - - 2.53 13.10 2.57 99.89<< 2.57 2.44 - - 0.10 - - - - 2.53<< 13.13 2.49 99.89 2.57 2.44 - - 0.10 - - - - 2.53 13.17 2.42 99.89 2.57 2.43 -- - 0.10 - -- - - 2.53 13.20 2.36 99.89 2.57 2.43 - - 0.10 - - --- - 2.53 13.23 2.30 99.89 2.57 2.43 - -- 0.09 - - --- - 2.53 13.27 2.24 99.89 2.57 2.43 - -- 0.09 - - - - 2.52 13.30 2.20 99.88 2.56 2.43 - - 0.09 - - - - 2.52 13.33 2.15 99.88 2.56 2.43 - - 0.08 - - ---- 2.51 13.37 2.11 99.88 2.55 2.43 ---- - 0.08 - - - - 2.51 13.40 2.08 99.87 2.55 2.43 - - 0.08 - - - - 2.50 13.43 2.04 99.87 2.54 2.42 - - 0.07 - --- - ----- 2.49 13.47 2.02 99.86 2.54 2.42 - - 0.07 - - --- - 2.49 13.50 1.99 99.86 2.53 2.42 - - 0.06 - - - - 2.48 13.53 1.96 99.85 2.52 2.42 - - 0.06 - - - - 2.47 13.57 1.94 99.85 2.52 2.41 - - 0.05 - - - - 2.46 13.60 1.92 99.84 2.51 2.41 - - 0.04 - - ---- - 2.46 13.63 1.90 99.84 2.50 2.41 - - 0.04 - - - - 2.45 13.67 1.88 99.83 2.50 2.41 - - 0.03 - - - - 2.44 13.70 1.85 99.82 2.49 2.40 - - 0.03 - - - - 2.43 13.73 1.83 99.82 2.48 2:40 - - 0.02 - - - - 2.42 13.77 1.81 99.81 2.48 2.40 - - 0.01 - - - - 2.41 13.80 1.79 99.81 2.47 2.40 - - 0.01 - - - - 2.40 13.83 1.77 99.80 2.46 2.39 - - - - - - 2.39 13.87 1.75 99.79 2.46 2.39 - - - - ---- - - 2.39 13.90 1.72 99.79 2.45 2.39 --- - - - - - - 2.39 13.93 1.70 99.78 2.45 2.38 - - - - - - - 2.38 13.97 1.68 99.77 2.44 2.38 - - ----- - - - 2.38 14.00 1.66 99.77 2.44 2.38 - - - - - - - 2.38 14.03 1.63 99.76 2.43 2.37 - - - - -- - - 2.37 14.07 1.61 99.75 2.43 2.37 - - - - - - - 2.37 14.10 1.59 99.74 2.43 2.36 - - - - - - - 2.36 14.13 1.57 99.73 2.42 2.36 - - - - - - - 2.36 14.17 1.55 99.73 2.42 2.35 - - - - ---- - - 2.35 14.20 1.53 99.72 2.41 2.35 - - - - - - - 2.35 14.23 1.51 99.71 2.40 2.35 - - - - - - - 2.35 14.27 1.50 99.70 2.40 2.34 - - - - - - - 2.34 14.30 1.48 99.69 2.39 2.34 - - -._- - - - - 2.34 14.33 1.47 99.68 2.39 2.33 - - - - - - - 2.33 14.37 1.45 99.67 2.38 2.33 - - - - - - - 2.33 14.40 1.44 99.67 2.38 2.32 - - - - - ---_ -- 2.32 14.43 1.43 99.66 2.37 2.32 - - - ---_ - - - 2.32 14.47 1.41 99.65 2.37 2.31 - - - - -- - `- 2.31 Continues on next page... Dev.East SRD-Basin Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) Cfs ft Cfs as Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 14.50 1.40 99.64 2.36 2.31 - - - - - - - 2.31 14.53 1.39 99.63 2.36 2.30 =-- - - - - - - 2.30 14.57 1.38 99.62 2.35 2.30 - - - - - - - 2.30 14.60 1.37 99.61 2.34 2.29 - - - - - - -- 2.29 14.63 1.36 99.60 2.34 2.29 - - - - - - - 2.29 14.67 1.35 99.59 2.33 2.28 - - - - - - - 2.28 14.70 1.34 99.58 2.33 2.28 - - - - - - ---- 2.28 14.73 1.33 99.57 2.32 2.27 - - - - - - - 2.27 14.77 1.32 99.56 2.31 2.27 - - - - - - - 2.27 14.80 1.31 99.55 2.31 2.26 - - - - - - - 2.26 14.83 1.29 99.54 2.30 2.26 - - - - - - - 2.26 14.87 1.28 99.53 2.30 2.25 - - - - - - - 2.25 14.90 1.27 99.52 2.29 2.24 - - - - - - - 2.24 14.93 1.26 99.51 2.28 2.24 - - --- - - - - 2.24 14.97 1.25 99.50 2.28 2.23 - - - - - - - 2.23 15.00 1.24 99.49 2.27 2.23 - - - - - - - 2.23 15.03 1.23 99.48 2.26 2.22 - - - - - - 2.22 15.07 1.22 99.47 2.26 2.22 - - - - - - - 2.22 15.10 1.21 99.46 2.25 2.21 - - - - --- - - 2.21 15.13 1.20 99.45 2.25 2.20 - - - - - - 2.20 15.17 1.18 99.44 2.24 2.20 - - - - - - - 2.20 15.20 1.17 99.43 2.23 2.19 - - - - - - - 2.19 15.23 1.16 99.42 2.23 2.19 - - - - - - - 2.19 15.27 1.15 99.41 2.22 2.18 - - - - - -- - 2.18 15.30 1.14 99.40 2.21 2.18 - - - - - - - 2.18 15.33 1.13 99.39 2.21 2.17 - - - - - - - 2.17 15.37 1.12 99.38 2.20 2.16 - - - - - - - 2.16 15.40 1.11 99.37 2.19 2.16 - - - - - - 2.16 15.43 1.10 99.36 2.19 2.15 - - - - - - - 2.15 15.47 1.08 99.35 2.18 2.14 - - - - - - - 2.14 15.50 1.07 99.33 2.17 2.14 - - - - - - - 2.14 15.53 1.06 99.32 2.17 2.13 - - - - - - - 2.13 15.57 1.05 99.31 2.16 2.13 - - - - - -- - 2.13 15.60 1.04 99.30 2.15 2.12 - - - - - - - 2.12 15.63 1.03 99.29 2.15 2.11 - - - - - ----- - 2.11 15.67 1.02 99.28 2.14 2.11 - - - - - - - 2.11 15.70 1.01 99.27 2.13 2.10 - - - - - - - 2.10 15.73 0.99 99.26 2.13 2.09 - - - - - -- - 2.09 15.77 0.98 99.25 2.12 2.09 - - - - - - - 2.09 15.80 0.97 99.23 2.11 2.08 - - - - - - - 2.08 15.83 0.96 99.22 2.11 2.07 - - - - - - - 2.07 15.87 0.95 99.21 2.10 2.07 - - - - ----- - - 2.07 15.90 0.94 99.20 2.09 2.06 - - - - - - - 2.06 15.93 0.93 99.19 2.09 2.05 ---- - - - - - - 2.05 15.97 0.91 99.18 2.08 2.04 - - - - - - - 2.04 16.00 0.90 99.17 2.07 2.04 - - ---- - - - - 2.04 16.03 0.89 99.15 2.06 2.03 - - - - - - - 2.03 16.07 0.88 99.14 2.06 2.02 - - - - - - - 2.02 16.10 0.87 99.13 2.05 2.02 - - - - - - - 2.02 16.13 0.86 99.12 2.04 2.01 - - - - - - - 2.01 16.17 0.85 99.11 2.04 2.00 - - - --- - - - 2.00 Continues on next page... Dw.East SRD-Basin Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hm) cfs ft ds ds ds cfs cfs ds ds ds ds cfs 16.20 0.84 99.09 2.03 1.99 - - - - - - - 1.99 16.23 0.83 99.08 2.02 1.99 - - - - - - - 1.99 16.27 0.82 99.07 2.01 1.98 - - - - - - - 1.98 16.30 0.81 99.06 2.01 1.97 - - - - - - - 1.97 16.33 0.81 99.05 2.00 1.96 - - - - - - - 1.96 16.37 0.80 99.04 1.99 1.96 - - - - - - - 1.96 16.40 0.79 99.02 1.99 1.95 - - - - - - - 1.95 16.43 0.79 99.01 1.98 1.94 - - -- - - - - 1.94 16.47 0.78 99.00 1.97 1.93 - - - - - - - 1.93 16.50 0.78 98.99 1.96 1.93 - - - - - - - 1.93 16.53 0.77 98.98 1.% 1.92 - - - - - - - 1.92 16.57 0.76 98.96 1.95 1.91 - - - - - - - 1.91 16.60 0.76 98.95 1.94 1.90 - - - - - - - 1.90 16.63 0.75 98.94 1.94 1.90 - - __-- - -- - - 1.90 16.67 0.75 98.93 1.93 1.89 - - - - - - - 1.89 16.70 0.74 98.92 1.92 1.88 - - - - - - - 1.88 16.73 0.74 98.91 1.92 1.87 - - - - - - 1.87 16.77 0.73 98.89 1.91 1.86 - - - ---- ----- - - 1.86 16.80 0.73 98.88 1.90 1.86 - - - - - - - 1.86 16.83 0.72 98.87 1.89 1.85 - - - - - - 1.85 16.87 0.72 98.86 1.89 1.84 - - - - - -- - 1.84 16.90 0.71 98.85 1.88 1.83 - - - - - - - 1.83 16.93 0.71 98.84 1.87 1.83 - - - - - - - 1.83 16.97 0.70 98.83 1.87 1.82 - - - -- - -- - 1.82 17.00 0.70 98.81 1.86 1.81 - - - - - ---- - 1.81 17.03 0.69 98.80 1.85 1.80 - - - - - - - 1.80 17.07 0.69 98.79 1.85 1.80 - - - - - - - 1.80 17.10 0.68 98.78 1.84 1.79 - - - - - - - 1.79 17.13 0.68 98.77 1.83 1.78 - - - - - - - 1.78 17.17 0.67 98.76 1.83 1.77 - -- _- - --- -- - 1.77 17.20 0.67 98.75 1.82 1.76 - - - - - - - 1.76 17.23 0.66 98.73 1.81 1.76 - - - - - - - 1.76 17.27 0.66 98.72 1.81 1.75 - - - - - - - 1.75 17.30 0.65 98.71 1.80 1.74 - - - - - - - 1.74 17.33 0.65 98.70 1.79 1.73 - - - - - - - 1.73 17.37 0.64 98.69 1.79 1.72 - -- -- - - - - 1.72 17.40 0.64 98.68 1.78 1.72 - - - - - - - 1.72 17.43 0.63 98.67 1.77 1.71 - - - ---- - - - 1.71 17.47 0.63 98.66 1.77 1.70 - -- - - - - - 1.70 17.50 0.62 98.65 1.76 1.69 - - - - - - - 1.69 17.53 0.62 98.64 1.75 1.68 - - - - - - - 1.68 17.57 0.61 98.62 1.75 1.68 - - - - - -- - 1.68 17.60 0.61 98.61 1.74 1.67 ---- - - - - - - 1.67 17.63 0.60 98.60 1.74 1.66 - - - - - ---- - 1.66 17.67 0.60 98.59 1.73 1.65 - - - - - - - 1.65 17.70 0.59 98.58 1.71 1.65 - - - - ---- -- - 1.65 17.73 0.59 98.57 1.70 1.64 - - - - - - ---- 1.64 17.77 0.58 98.56 1.69 1.63 - ---- ---- -- - -- ----- 1.63 17.80 0.58 98.55 1.68 1.62 - - - - - - - 1.62 17.83 0.57 98.54 1.67 1.62 - - - ---- - ----- - 1.62 17.87 0.57 98.53 1.66 1.61 - - - - - - - 1.61 Continues on next page... Dw East SRD-Basin Page 5 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D EXHI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.90 0.56 98.52 1.64 1.60 - - - - - - 1.60 17.93 0.56 98.51 1.63 1.59 -- - - - - - - 1.59 17.97 0.55 98.50 1.62 1.59 - - - - - - - 1.59 18.00 0.55 98.48 1.61 1.58 - - - - - - - 1.58 18.03 0.54 98.47 1.60 1.57 - - - - - - - 1.57 18.07 0.54 98.46 1.59 1.56 - - - - - -- - 1.56 18.10 0.53 98.45 1.58 1.56 - - - - - - - 1.56 18.13 0.53 98.44 1.56 1.55 - - - - - - - 1.55 18.17 0.52 98.43 1.55 1.54 - - - - - - - 1.54 18.20 0.52 98.42 1.54 1.53 - - - - - - - 1.53 18.23 0.52 98.41 1.53 1.53 - - - - - - - 1.53 18.27 0.51 98.40 1.52 1.52 - -- - - - - - 1.52 18.30 0.51 98.39 1.51 1.51 - - - - - - - 1.51 18.33 0.51 98.38 1.51 1.50 - - -- - - - - 1.50 18.37 0.50 98.37 1.50 1.49 - - - - - - - 1.49 18.40 0.50 98.36 1.49 1.48 - - - - - - - 1.48 18.43 0.50 98.35 1.49 1.48 - - - - -- - - 1.48 18.47 0.50 98.34 1.48 1.47 - - - -- ----- - - 1.47 18.50 0.50 98.33 1.48 1.46 - - - - - - - 1.46 18.53 0.49 98.32 1.47 1.45 - - - - - - 1.45 18.57 0.49 98.31 1.46 1.44 - - - - - - - 1.44 18.60 0.49 98.30 1.46 1.44 - - - - - - - 1.44 18.63 0.49 98.29 1.45 1.43 - - - - - - - 1.43 18.67 0.49 98.28 1.45 1.42 - - - - - -- - 1.42 18.70 0.49 98.27 1.44 1.41 - - - - - - - 1.41 18.73 0.48 98.26 1.43 1.40 - - - - -- - - 1.40 18.77 0.48 98.25 1.43 1.40 - - - - - - - 1.40 18.80 0.48 98.24 1.42 1.39 - - - - -- - - 1.39 18.83 0.48 98.23 1.42 1.38 - - - - ---- - - 1.38 18.87 0.48 98.23 1.41 1.37 - - - - ----- _- - 1.37 18.90 0.48 98.22 1.41 1.37 ---- - - - - - - 1.37 18.93 0.48 98.21 1.40 1.36 - - - - --- - - 1.36 18.97 0.47 98.20 1.39 1.35 - - - - ----- - - 1.35 19.00 0.47 98.19 1.39 1.34 - - - - - - - 1.34 19.03 0.47 98.18 1.38 1.34 - - - - - - - 1.34 19.07 0.47 98.17 1.37 1.33 ----- --- - - - ----- ---- 1.33 19.10 0.47 98.16 1.36 1.32 - - - - - - - 1.32 19.13 0.47 98.15 1.35 1.31 - - - - - - - 1.31 19.17 0.47 98.15 1.34 1.31 - - - - - - - 1.31 19.20 0.46 98.14 1.33 1.30 - - - - - - - 1.30 19.23 0.46 98.13 1.32 1.29 - - - ---- - - - 1.29 19.27 0.46 98.12 1.31 1.29 - - - - - - - 1.29 19.30 0.46 98.11 1.30 1.28 - - - - ---- - - 1.28 19.33 0.46 98.10 1.30 1.27 - - - - - - - 1.27 19.37 0.46 98.09 1.29 1.26 - - - - - - - 1.26 19.40 0.45 98.09 1.28 1.26 - - - - - - - 1.26 19.43 0.45 98.08 1.27 1.25 - - - ---- - - - 1.25 19.47 0.45 98.07 1.26 1.24 - - - - ----- ----- - 1.24 19.50 0.45 98.06 1.25 1.24 - - - - - - - 1.24 19.53 0.45 98.05 1.24 1.23 - - - - - - - 1.23 19.57 0.45 98.05 1.24 1.22 - - - - - - - 1.22 Continues on next page... Dev.East SRD-Basin Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 19.60 0.45 98.04 1.23 1.22 - - - - - - - 1.22 19.63 0.44 98.03 1.22 1.21 =-- - - - - - - 1.21 19.67 0.44 98.02 1.21 1.20 - - - - - - - 1.20 19.70 0.44 98.01 1.20 1.20 - - - - - - - 1.20 19.73 0.44 98.01 1.20 1.19 - - - - - - 1.19 19.77 0.44 98.00 1.19 1.18 - - - - - - - 1.18 19.80 0.44 97.99 1.18 1.17 - - - - - - - 1.17 19.83 0.43 97.98 1.17 1.17 - - - - - - - 1.17 19.87 0.43 97.97 1.16 1.16 - - - - - - - 1.16 19.90 0.43 97.96 1.15 1.15 - - - - - --- - 1.15 19.93 0.43 97.95 1.14 1.14 - - - - - - - 1.14 19.97 0.43 97.94 1.13 1.13 - - - - - - 1.13 20.00 0.43 97.93 1.12 1.12 - - - - - - - 1.12 20.03 0.43 97.92 1.11 1.11 - - - - - - - 1.11 20.07 0.42 97.92 1.11 1.10 - - - - - - - 1.10 20.10 0.42 97.91 1.10 1.10 - - - - - - - 1.10 20.13 0.42 97.90 1.09 1.09 - - - - - - 1.09 20.17 0.42 97.89 1.08 1.08 - - - - ----- - - 1.08 20.20 0.42 97.88 1.07 1.07 - - - - - - - 1.07 20.23 0.42 97.87 1.06 1.06 - - - - -- - 1.06 20.27 0.41 97.86 1.06 1.05 - - - - - - - 1.05 20.30 0.41 97.86 1.05 1.04 - - - - - - - 1.04 20.33 0.41 97.85 1.04 1.04 - - - - ---- - - 1.04 20.37 0.41 97.84 1.03 1.03 - - - - - ---- -- 1.03 20.40 0.41 97.83 1.03 1.02 - - - - - - ---- 1.02 20.43 0.41 97.82 1.02 1.01 - - - - - - - 1.01 20.47 0.41 97.82 1.01 1.00 - - - - - - - 1.00 20.50 0.40 97.81 1.00 1.00 - - - - - - - 1.00 20.53 0.40 97.80 1.00 0.99 - - - - - - - 0.99 20.57 0.40 97.79 0.99 0.98 - - - - --- ---- - 0.98 20.60 0.40 97.79 0.98 0.97 - - - - - - - 0.97 20.63 0.40 97.78 0.98 0.96 - - - - - - - 0.96 20.67 0.40 97.77 0.97 0.95 - - - - -- - - 0.95 20.70 0.39 97.76 0.96 0.95 - - - - -- - - 0.95 20.73 0.39 97.76 0.96 0.94 - - - - - - ---- 0.94 20.77 0.39 97.75 0.95 0.93 --- - - - - --- -- 0.93 20.80 0.39 97.74 0.94 0.92 - - - - - - - 0.92 20.83 0.39 97.74 0.94 0.91 - - - - - - - 0.91 20.87 0.39 97.73 0.93 0.90 - - - - - - - 0.90 20.90 0.39 97.72 0.93 0.90 - - - - - - - 0.90 20.93 0.38 97.72 0.92 0.89 - - - ----- - ---- - 0.89 20.97 0.38 97.71 0.91 0.88 ---- ---- ----- - - - ---- 0.88 21.00 0.38 97.70 0.91 0.87 - - - - - - - 0.87 21.03 0.38 97.70 0.90 0.87 - - - - - - - 0.87 21.07 0.38 97.69 0.89 0.86 - - - - - - --- 0.86 21.10 0.38 97.68 0.88 0.85 - - - - - - - 0.85 21.13 0.37 97.68 0.87 0.84 - - - - - ---- - 0.84 21.17 0.37 97.67 0.86 0.83 - --- - - - - ---- 0.83 21.20 0.37 97.67 0.85 0.83 - - - - - - - 0.83 21.23 0.37 97.66 0.84 0.82 - - - - - - - 0.82 21.27 0.37 97.66 0.83 0.81 - - - - - - - 0.81 Continues on next page... Dev.East SRD-Basin Page 7 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExHl Outflow Mrs) efs ft cfs cfs cfs cfs efs cfs cfs efs efs efs 21.30 0.37 97.65 0.82 0.80 - - - - - - - 0.80 21.33 0.37 97.64 0.81 0.80 - - - - - - - 0.80 21.37 0.36 97.64 0.80 0.79 - - - - - - - 0.79 21.40 0.36 97.63 0.79 0.78 - - - - - - - 0.78 21.43 0.36 97.63 0.78 0.77 - - - - - - - 0.77 21.47 0.36 97.62 0.78 0.77 - - - - - - - 0.77 21.50 0.36 97.62 0.77 0.76 - - - - - - - 0.76 21.53 0.36 97.61 0.76 0.75 - - - - - - - 0.75 21.57 0.35 97.61 0.75 0.75 - - - - - - - 0.75 21.60 0.35 97.60 0.74 0.74 - - - - - - - 0.74 21.63 0.35 97.60 0.73 0.73 - - - - - - - 0.73 21.67 0.35 97.59 0.73 0.72 - - - - - - - 0.72 21.70 0.35 97.59 0.72 0.71 - - - - - -- - 0.71 21.73 0.35 97.58 0.71 0.70 - - - - - - - 0.70 21.77 0.35 97.58 0.71 0.70 - ---- - - - - - 0.70 21.80 0.34 97.57 0.70 0.69 - - - - - - - 0.69 21.83 0.34 97.57 0.69 0.68 - - - - - - 0.68 21.87 0.34 97.56 0.69 0.67 - - - - - - - 0.67 21.90 0.34 97.56 0.68 0.66 - - - - - - - 0.66 21.93 0.34 97.56 0.67 0.65 - - - - - - 0.65 21.97 0.34 97.55 0.67 0.65 - - - - - - - 0.65 22.00 0.33 97.55 0.66 0.64 - - - - - - - 0.64 22.03 0.35 97.54 0.66 0.63 - --- - - ---- - - 0.63 22.07 0.36 97.54 0.65 0.62 ----- - ----- -- ----- -- ---- 0.62 22.10 0.37 97.54 0.65 0.62 - --- - - - - - 0.62 22.13 0.38 97.53 0.64 0.61 - - - - - - - 0.61 22.17 0.39 97.53 0.64 0.61 - - - - - - - 0.61 22.20 0.41 97.53 0.63 0.60 - - ---- - - - - 0.60 22.23 0.40 97.53 0.63 0.60 - - - - - - - 0.60 22.27 0.40 97.52 0.62 0.59 ---- - ----- - - ----- -- 0.59 22.30 0.39 97.52 0.62 0.59 - - - - - - - 0.59 22.33 0.39 97.52 0.62 0.58 - - - - - - - 0.58 22.37 0.38 97.52 0.61 0.58 - - - - - - 0.58 22.40 0.38 97.51 0.61 0.57 --- --- - - - - --- 0.57 22.43 0.37 97.51 0.61 0.57 - --- ---- - - - - 0.57 22.47 0.37 97.51 0.60 0.56 ---- - -_ ----- _-- - - 0.56 22.50 0.36 97.51 0.60 0.56 - - - - - - - 0.56 22.53 0.36 97.50 0.59 0.55 - - - - - - - 0.55 22.57 0.35 97.50 0.59 0.55 - ---- - - - - - 0.55 22.60 0.34 97.50 0.59 0.54 ---- --- -- ---- -- - --- 0.54 22.63 0.34 97.50 0.58 0.54 ---- - - - -- - - 0.54 22.67 0.33 97.49 0.58 0.54 ----- ---- ----- ---- - - ---- 0.54 22.70 0.33 97.49 0.57 0.53 - - - - - - - 0.53 22.73 0.33 97.49 0.57 0.53 - - - - - - - 0.53 22.77 0.33 97.49 0.56 0.52 - - - - -- - - 0.52 22.80 0.33 97.48 0.56 0.52 --- ---- --- - - - - 0.52 22.83 0.33 97.48 0.55 0.51 - - - ---- - - - 0.51 22.87 0.32 97.48 0.55 0.51 ---- ---- - - ---- ----- -- 0.51 22.90 0.32 97.48 0.54 0.51 - - - - - - - 0.51 22.93 0.32 97.47 0.54 0.50 - - - - - - ---- 0.50 22.97 0.32 97.47 0.54 0.50 - - - ---- - - - 0.50 Continues on next page... Dw.East SRD-Basin Page 8 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B CIv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs ds ds ds ds 23.00 0.32 97.47 0.53 0.49 - - - - - - - 0.49 23.03 0.32 97.47 0.53 0.49 ----- - - - - - - 0.49 23.07 0.32 97.46 0.52 0.49 - - - - - - - 0.49 23.10 0.32 97.46 0.52 0.48 - - - - - - - 0.48 23.13 0.32 97.46 0.51 0.48 - - - - - - - 0.48 23.17 0.31 97.46 0.51 0.48 - - - - - - - 0.48 23.20 0.31 97.46 0.51 0.47 - - - - - - - 0.47 23.23 0.31 97.45 0.50 0.47 - - - - - - - 0.47 23.27 0.31 97.45 0.50 0.47 - - - - - - - 0.47 23.30 0.31 97.45 0.50 0.46 - - - - - - - 0.46 23.33 0.31 97.45 0.49 0.46 - - - - - --- - 0.46 23.37 0.31 97.45 0.49 0.46 - - ---- - - - - 0.46 23.40 0.31 97.44 0.48 0.45 - - -- - - - - 0.45 23.43 0.30 97.44 0.48 0.45 - - ---- - - - - 0.45 23.47 0.30 97.44 0.48 0.45 - - - - - - - 0.45 23.50 0.30 97.44 0.47 0.44 - - - ----- ---- - - 0.44 23.53 0.30 97.44 0.47 0.44 - - - - - - 0.44 23.57 0.30 97.43 0.47 0.44 - - --- - - - - 0.44 23.60 0.30 97.43 0.46 0.43 - - 0.43 23.63 0.30 97.43 0.46 0.43 - - - - - - ----- 0.43 23.67 0.30 97.43 0.46 0.43 - - - ---- - - - 0.43 23.70 0.30 97.43 0.45 0.43 - - -- - - - - 0.43 23.73 0.29 97.43 0.45 0.42 - - - - - - - 0.42 23.77 0.29 97.42 0.45 0.42 - - -- - - - - 0.42 23.80 0.29 97.42 0.45 0.42 - - - - - - - 0.42 23.83 0.29 97.42 0.44 0.42 - - - - - - - 0.42 23.87 0.29 97.42 0.44 0.41 -- - - - - - - 0.41 23.90 0.29 97.42 0.44 0.41 - - - - - - -- 0.41 23.93 0.29 97.42 0.43 0.41 - - - - ----- - - 0.41 23.97 0.29 97.41 0.43 0.40 ----- -- - - ----- - -- 0.40 24.00 0.28 97.41 0.43 0.40 - - --- --- - - - 0.40 24.03 0.28 97.41 0.42 0.40 - - - - - - - 0.40 24.07 0.27 97.41 0.42 0.40 - - - - - - - 0.40 24.10 0.25 97.41 0.42 0.39 - - - - - - ---- 0.39 24.13 0.23 97.41 0.42 0.39 - - - - - - - 0.39 24.17 0.21 97.40 0.41 0.39 -- ---- ---- ----- _- - ----- 0.39 24.20 0.18 97.40 0.41 0.38 - - - - - - - 0.38 24.23 0.16 97.40 0.40 0.38 - - - - - - - 0.38 24.27 0.13 97.40 0.40 0.37 - - - - - - - 0.37 24.30 0.11 97.39 0.39 0.37 - - - - - - - 0.37 24.33 0.09 97.39 0.38 0.36 - - - - -- - - 0.36 24.37 0.07 97.39 0.38 0.36 - - - - ----- - - 0.36 24.40 0.06 97.38 0.37 0.35 - - - - - ---- - 0.35 24.43 0.04 97.38 0.36 0.35 - - - - - - - 0.35 24.47 0.03 97.37 0.36 0.34 - - - - - - ---- 0.34 24.50 0.02 97.37 0.35 0.33 - - - - --- - - 0.33 24.53 0.01 97.37 0.34 0.33 - - - - - - - 0.33 24.57 0.01 97.36 0.34 0.32 ---- ----- --- - - - -=- 0.32 24.60 0.00 97.36 0.33 0.31 - - - - - - 0.31 24.63 0.00 97.35 0.32 0.31 - - - - - - - 0.31 24.67 0.00 97.35 0.31 0.30 - - - ---- - - - 0.30 Continues on next page... Dev.East SRD-Basin page 9 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.70 0.00 97.35 0.31 0.30 - - - - - - - 0.30 24.73 0.00 97.34 0.30 0.29 -- - - - - - - 0.29 24.77 0.00 97.34 0.29 0.28 - - - - - - - 0.28 24.80 0.00 97.33 0.29 0.28 - - - - - -- - 0.28 24.83 0.00 97.33 0.28 0.27 - - - - - - 0.27 24.87 0.00 97.33 0.27 0.27 - - --- - -- - - 0.27 24.90 0.00 97.32 0.27 0.26 - - - - - - - 0.26 24.93 0.00 97.32 0.26 0.26 - - - - -- - - 0.26 ...End Hydrograph Report P"e, Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Dev.East SRD-Basin Hydrograph type = Reservoir Peak discharge = 4.27 cfs Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = Teaberry Basin Max. Elevation = 100.31 ft Max. Storage = 37,292 cuft Storage Indication method used. Outflow hydrograph volume=85,084 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cis ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.50 1.55 97.44 0.47 0.44 - - - - - - - 0.44 11.53 1.63 97.45 0.50 0.47 - - - - - - -- 0.47 11.57 1.72 97.47 0.53 0.49 - - - -- - - -- 0.49 11.60 1.83 97.48 0.56 0.52 - - - - - - 0.52 11.63 1.98 97.50 0.59 0.55 - - - - - - - 0.55 11.67 2.17 97.52 0.62 0.59 - - - - - - - 0.59 11.70 2.42 97.54 0.65 0.63 - - - - - -- 0.63 11.73 2.72 97.57 0.69 0.68 - - - - - - - 0.68 11.77 3.09 97.60 0.73 0.73 - - - -- -- - - 0.73 11.80 3.51 97.63 0.79 0.78 - - - - - - - 0.78 11.83 4.00 97.67 0.85 0.83 - - - -- - ----- - 0.83 11.87 4.54 97.71 0.92 0.88 - - - - - - - 0.88 11.90 5.14 97.76 0.96 0.94 - - - - - - - 0.94 11.93 5.85 97.82 1.01 1.01 - - - - - - - 1.01 11.97 6.77 97.89 1.08 1.08 - _- - - - - ---- 1.08 12.00 7.99 97.97 1.16 1.16 - - - -- - - 1.16 12.03 9.54 98.05 1.24 1.23 - - - - - - - 1.23 12.07 11.27 98.15 1.34 1.31 - - - - - - - 1.31 12.10 13.05 98.26 1.43 1.40 - - - - - - - 1.40 12.13 14.72 98.39 1.51 1.51 - - - - ---- - - 1.51 12.17 16.11 98.53 1.66 1.61 - - - - - - 1.61 12.20 17.00 98.68 1.78 1.72 - - - - - - - 1.72 12.23 17.37<< 98.84 1.88 1.83 --- --_ ---- --- - 1.83 12.27 17.35 99.00 1.97 1.93 - - - - - - - 1.93 12.30 17.10 99.15 2.06 2.03 - - - ----- - - -- 2.03 12.33 16.70 99.31 2.16 2.12 - - - - --- - - 2.12 12.37 16.16 99.45 2.25 2.21 - ----- ----- -- - - - 2.21 12.40 15.49 99.59 2.33 2.28 - - - - - - - 2.28 12.43 14.69 99.72 2.41 2.35 - - - - - - - 2.35 12.47 13.79 99.84 2.51 2.41 - - 0.05 - - - - 2.46 12.50 12.79 99.95 2.65 2.46 - - 0.16 - - - 2.62 12.53 11.70 100.04 2.89 2.49 - - 0.39 - - - - 2.88 12.57 10.57 100.11 3.19 2.49 - - 0.68 - --- - 3.17 12.60 9.43 100.16 3.43 2.49 - - 0.92 - - - - 3.42 12.63 8.35 100.20 3.64 2.50 - - 1.12 - - - =- 3.62 12.67 7.42 100.24 3.84 2.49 - - 1.34 - - - - 3.82 12.70 6.67 100.26 3.99 2.48 - - 1.50 - - - - 3.98 12.73 6.06 100.28 4.10 2.48 - - 1.62 - --- - - 4.09 Continues on next page... Dw.East SRD-Basin Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.77 5.54 100.30 4.18 2.47 - - 1.70 - - - - 4.17 12.80 5.08 100.31 4.24 2.47 - - 1.76 - - - - 4.23 12.83 4.69 100.31 4.27 2.47 - - 1.79 - - - - 4.26 12.87 4.34 100.31 << 4.28 2.47 - - 1.80 - - - - 4.27<< 12.90 4.05 100.31 4.28 2.47 - - 1.80 - - - - 4.27 12.93 3.81 100.31 4.26 2.47 - - 1.78 - - - - 4.25 12.97 3.60 100.30 4.23 2.47 - - 1.76 - - - - 4.22 13.00 3.42 100.30 4.20 2.47 - - 1.72 - - - - 4.19 13.03 3.28 100.29 4.16 2.47 - - 1.68 - - - - 4.15 13.07 3.15 100.29 4.12 2.47 - - 1.63 - - - - 4.11 13.10 3.04 100.28 4.07 2.48 - - 1.58 - - - - 4.06 13.13 2.95 100.27 4.02 2.48 - - 1.53 - - - - 4.01 13.17 2.87 100.26 3.97 2.48 - - 1.47 - - - - 3.95 13.20 2.79 100.25 3.91 2.48 - - 1.42 - -- - - 3.90 13.23 2.72 100.24 3.86 2.49 - - 1.36 - - - - 3.85 13.27 2.66 100.23 3.81 2.49 - - 1.30 - - - - 3.79 13.30 2.60 100.22 3.75 2.49 - - 1.24 - - - 3.73 13.33 2.55 100.21 3.70 2.49 - - 1.19 - ---- ---- - 3.68 13.37 2.50 100.21 3.64 2.50 - - 1.13 - - - - 3.62 13.40 2.46 100.20 3.59 2.50 - - 1.08 - -- - 3.57 13.43 2.42 100.19 3.55 2.50 - - 1.04 - - - - 3.53 13.47 2.38 100.18 3.51 2.50 - - 1.00 - - - - 3.49 13.50 2.35 100.17 3.47 2.49 - - 0.96 - - - - 3.45 13.53 2.32 100.16 3.43 2.49 - - 0.92 - - -- - 3.41 13.57 2.29 100.15 3.39 2.49 - - 0.88 - - - - 3.37 13.60 2.27 100.14 3.35 2.49 - - 0.84 - - - - 3.33 13.63 2.24 100.13 3.31 2.49 - - 0.80 - - - - 3.30 13.67 2.22 100.13 3.27 2.49 - - 0.77 - - - - 3.26 13.70 2.19 100.12 3.24 2.49 - - 0.73 - - - - 3.22 13.73 2.16 100.11 3.20 2.49 - -- 0.69 - - - - 3.18 13.77 2.14 100.10 3.16 2.49 - - 0.66 - - - - 3.15 13.80 2.11 100.09 3.12 2.49 - - 0.62 - - - - 3.11 13.83 2.09 100.08 3.09 2.49 - - 0.58 - - - - 3.07 13.87 2.06 100.08 3.05 2.49 - - 0.55 - - - -- 3.04 13.90 2.03 100.07 3.02 2.49 - - 0.51 - - - - 3.00 13.93 2.01 100.06 2.98 2.49 - - 0.48 - - - - 2.97 13.97 1.98 100.05 2.95 2.49 - - 0.45 - - - 2.93 14.00 1.95 100.05 2.91 2.49 - - 0.41 ---- - - - 2.90 14.03 1.93 100.04 2.88 2.49 - - 0.38 - - - - 2.86 14.07 1.90 100.03 2.84 2.48 - - 0.34 - - - - 2.83 14.10 1.88 100.02 2.81 2.48 - - 0.31 - - - - 2.79 14.13 1.85 100.02 2.77 2.48 - - 0.28 - - - - 2.76 14.17 1.83 100.01 2.74 2.48 - - 0.25 - - - - 2.73 14.20 1.80 100.00 2.71 2.48 - - 0.21 - - - - 2.70 14.23 1.78 99.99 2.70 2.48 - - 0.20 - - - - 2.68 14.27 1.76 99.98 2.68 2.47 - - 0.19 - - - - 2.67 14.30 1.75 99.97 2.67 2.47 - - 0.18 - - - - 2.65 14.33 1.73 99.96 2.66 2.47 -- ----- 0.17 - ---- ----- - 2.64 14.37 1.71 99.95 2.65 2.46 - - 0.16 - - - - 2.62 14.40 1.69 99.95 2.64 2.46 - - 0.15 - - - - 2.61 14.43 1.68 99.94 2.63 2.45 - - 0.14 - - - - 2.60 Continues on next page... Ow.East SRD-Basin Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.47 1.67 99.93 2.62 2.45 - - 0.13 - - - - 2.58 14.50 1.65 99.92 2.60 2.45 =-- - 0.12 - - - - 2.57 14.53 1.64 99.91 2.59 2.44 - - 0.11 - - - - 2.55 14.57 1.62 99.90 2.58 2.44 - - 0.10 - - - - 2.54 14.60 1.61 99.89 2.57 2.43 - - 0.09 - - - - 2.53 14.63 1.60 99.88 2.56 2.43 - - 0.08 - - - - 2.51 14.67 1.59 99.87 2.55 2.42 - - 0.07 - - - - 2.50 14.70 1.57 99.86 2.53 2.42 - - 0.06 - - - - 2.48 14.73 1.56 99.85 2.52 2.42 - - 0.05 - - - - 2.47 14.77 1.55 99.84 2.51 2.41 - - 0.04 - - - - 2.46 14.80 1.54 99.83 2.50 2.41 - - 0.03 - - - - 2.44 14.83 1.52 99.82 2.49 2.40 - - 0.02 - - - - 2.43 14.87 1.51 99.81 2.48 2.40 - - 0.01 - - - - 2.41 14.90 1.50 99.80 2.47 2.40 - - 0.01 - - - - 2.40 14.93 1.48 99.80 2.46 2.39 - - - - - - - 2.39 14.97 1.47 99.79 2.45 2.39 - -- - - - - - 2.39 15.00 1.46 99.78 2.45 2.38 - - - - - - - 2.38 15.03 1.44 99.77 2.44 2.38 -- - - - - - - 2.38 15.07 1.43 99.76 2.43 2.37 - - - - - - - 2.37 15.10 1.42 99.75 2.43 2.37 - - - - - - 2.37 15.13 1.41 99.74 2.42 2.36 - - - - - - - 2.36 15.17 1.39 99.73 2.42 2.36 - - - - - - - 2.36 15.20 1.38 99.72 2.41 2.35 - - - - - - - 2.35 15.23 1.37 99.71 2.40 2.35 - - --- - - - - 2.35 15.27 1.35 99.70 2.40 2.34 - - - - - - - 2.34 15.30 1.34 99.69 2.39 2.33 - -- - - - - - 2.33 15.33 1.33 99.68 2.39 2.33 - - - - - - - 2.33 15.37 1.31 99.67 2.38 2.32 - - - - - - 2.32 15.40 1.30 99.66 2.37 2.32 ----- - - - - - - 2.32 15.43 1.29 99.65 2.37 2.31 - - - -- - - - 2.31 15.47 1.27 99.64 2.36 2.31 - - - - - - - 2.31 15.50 1.26 99.63 2.35 2.30 - - - - - - - 2.30 15.53 1.25 99.61 2.35 2.30 - - - - ---- - - 2.30 15.57 1.23 99.60 2.34 2.29 - -- - - - ---- - 2.29 15.60 1.22 99.59 2.33 2.28 - - - - - - - 2.28 15.63 1."1 99.58 2.33 2.28 - ---- ---- - - --- - 2.28 15.67 1.19 99.57 2.32 2.27 - - ----- - - - - 2.27 15.70 1.18 99.56 2.31 2.27 - - - - - - - 2.27 15.73 1.17 99.55 2.31 2.26 - - - - - - - 2.26 15.77 1.15 99.54 2.30 2.25 - - - - - - - 2.25 15.80 1.14 99.53 2.29 2.25 - - - - - - - 2.25 15.83 1.13 99.52 2.29 2.24 - - - - ----- - ----- 2.24 15.87 1.11 99.50 2.28 2.23 - - - - - - - 2.23 15.90 1.10 99.49 2.27 2.23 - - - - - - - 2.23 15.93 1.09 99.48 2.26 2.22 - - - - - - - 2.22 15.97 1.07 99.47 2.26 2.21 - - - - - - - 2.21 16.00 1.06 99.46 2.25 2.21 - - - - - - - 2.21 16.03 1.05 99.45 2.24 2.20 - - - - - - - 2.20 16.07 1.03 99.43 2.24 2.20 - - - - - - - 2.20 16.10 1.02 99.42 2.23 2.19 - - - - - - - 2.19 16.13 1.01 99.41 2.22 2.18 - - - - - - - 2.18 Continues on next page... DwEast SRD-Basin Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) dfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.17 0.99 99.40 2.21 2.17 - - - - - - - 2.17 16.20 0.98 99.39 2.21 2.17 - - - - - - - 2.17 16.23 0.97 99.37 2.20 2.16 - - - - - - - 2.16 16.27 0.96 99.36 2.19 2.15 - - - - - - - 2.15 16.30 0.95 99.35 2.18 2.15 - - - - - - - 2.15 16.33 0.95 99.34 2.18 2.14 - -- - - - - - 2.14 16.37 0.94 99.32 2.17 2.13 - - - - - - ---- 2.13 16.40 0.93 99.31 2.16 2.12 - - - - - - - 2.12 16.43 0.92 99.30 2.15 2.12 - - - - - - - 2.12 16.47 0.92 99.29 2.15 2.11 - - - - - - - 2.11 16.50 0.91 99.28 2.14 2.10 - -- - - - - - 2.10 16.53 0.90 99.26 2.13 2.10 - - - - - -- -- 2.10 16.57 0.90 99.25 2.12 2.09 - - - - - - - 2.09 16.60 0.89 99.24 2.12 2.08 - - - - - - - 2.08 16.63 0.88 99.23 2.11 2.07 - - - - - - - 2.07 16.67 0.88 99.21 2.10 2.07 - - - - - - -- 2.07 16.70 0.87 99.20 2.09 _ 2.06 - - - --- - - 2.06 16.73 0.87 99.19 2.09 2.05 - - - - - - ----- 2.05 16.77 0.86 99.18 2.08 2.05 - - - - ---- - - 2.05 16.80 0.86 99.17 2.07 2.04 - -- - - - ---- - 2.04 16.83 0.85 99.15 2.06 2.03 - - - - - - - 2.03 16.87 0.84 99.14 2.06 2.02 ----- - - - - - - 2.02 16.90 0.84 99.13 2.05 2.02 - -- - - - - - 2.02 16.93 0.83 99.12 2.04 2.01 ----- --- --- --- ----- -_- -- 2.01 16.97 0.83 99.11 2.03 2.00 - - - --- - - - 2.00 17.00 0.82 99.09 2.03 1.99 - - - - - - - 1.99 17.03 0.81 99.08 2.02 1.99 - - ---- - - - - 1.99 17.07 0.81 99.07 2.01 1.98 - ----- ---- - - - - 1.98 17.10 0.80 99.06 2.01 1.97 -- - - - - - ---- 1.97 17.13 0.80 99.05 2.00 1.96 -- ----- - ----- - ----- - 1.96 17.17 0.79 99.03 1.99 1.96 - - ---- - - - - 1.96 17.20 0.78 99.02 1.98 1.95 - - - - - - - 1.95 17.23 0.78 99.01 1.98 1.94 - - - - - - - 1.94 17.27 0.77 99.00 1.97 1.93 - - - - - - ---- 1.93 17.30 0.77 98.99 1.96 1.93 -- - - - - - - 1.93 17.33 0.76 93.97 1.96 1.92 ----- ---- --- --- ----- ---- --- 1.92 17.37 0.75 98.96 1.95 1.91 - - - - - - - 1.91 17.40 0.75 98.95 1.94 1.90 - - - - - - - 1.90 17.43 0.74 98.94 1.93 1.89 - - - - - - - 1.89 17.47 0.74 98.93 1.93 1.89 -- ----- - - --- - ---- 1.89 17.50 0.73 98.91 1.92 1.88 - - - - - - _____ 1.88 17.53 0.72 98.90 1.91 1.87 - - - - - - _____ 1.87 17.57 0.72 98.89 1.91 1.86 - -- - - ----- - - 1.86 17.60 0.71 98.88 1.90 1.86 - - - = - --- - 1.86 17.63 0.71 98.87 1.89 1.85 - - - - - - - 1.85 17.67 0.70 98.86 1.89 1.84 --- -- -- - ----- -- - 1.84 17.70 0.69 98.84 1.88 1.83 - - - - - - - 1.83 17.73 0.69 98.83 1.87 1.82 ----- ---- - - -- - ---- 1.82 17.77 0.68 98.82 1.86 1.82 - - - - - - - 1.82 17.80 0.68 98.81 1.86 1.81 - - - - - - 1.81 17.83 0.67 98.80 1.85 1.80 -- --- -- - -_--_ - - 1.80 Continues on next page... DwEast SRD-Basin Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.87 0.66 98.79 1.84 1.79 - - - - - - - 1.79 17.90 0.66 98.77 1.84 1.78 - - - - - - - 1.78 17.93 0.65 98.76 1.83 1.78 - - - - - - - 1.78 17.97 0.65 98.75 1.82 1.77 - - - - - - - 1.77 18.00 0.64 98.74 1.82 1.76 - - - - - - 1.76 18.03 0.63 98.73 1.81 1.75 - - - - - - - 1.75 18.07 0.63 98.72 1.80 1.74 - - - - - - - 1.74 18.10 0.62 98.71 1.80 1.74 - - - - - - - 1.74 18.13 0.62 98.69 1.79 1.73 - - - - - - - 1.73 18.17 0.61 98.68 1.78 1.72 - - - - - - - 1.72 18.20 0.61 98.67 1.78 1.71 - - - - - - - 1.71 18.23 0.60 98.66 1.77 1.70 - - -- -- -- - - 1.70 18.27 0.60 98.65 1.76 1.69 - - - - - - - 1.69 18.30 0.60 98.64 1.76 1.69 - - - - - - - 1.69 18.33 0.59 98.63 1.75 1.68 - - - - - - - 1.68 18.37 0.59 98.62 1.74 1.67 - - ---- - - - - 1.67 18.40 0.59 98.60 1.74 1.66 - - - - - - 1.66 18.43 0.58 98.59 1.73 1.65 - - - ----- - - ----- 1.65 18.47 0.58 98.58 1.72 1.65 - - - - - - - 1.65 18.50 0.58 98.57 1.70 1.64 - - - - - - 1.64 18.53 0.58 98.56 1.69 1.63 - - ---- - - - - 1.63 18.57 0.58 98.55 1.68 1.62 - - - - - - - 1.62 18.60 0.57 98.54 1.67 1.62 ----- - - - - - - 1.62 18.63 0.57 98.53 1.66 1.61 ----- -- -- - - ----- - 1.61 18.67 0.57 98.52 1.65 1.60 -- - - - - - - 1.60 18.70 0.57 98.51 1.63 1.59 - - - - - - - 1.59 18.73 0.57 98.50 1.62 1.59 - - - - - - - 1.59 18.77 0.57 98.49 1.61 1.58 - - - - - - - . 1.58 18.80 0.56 98.48 1.60 1.57 - - - - - - - 1.57 18.83 0.56 98.47 1.59 1.56 - - - - - - ----- 1.56 18.87 0.56 98.46 1.58 1.56 - - --- - - - - 156 18.90 0.56 98.45 1.57 1.55 - - - - - - - 1.55 18.93 0.56 98.44 1.56 1.54 - - - - - - - 1.54 18.97 0.55 98.43 1.55 1.54 - - - - - - - 1.54 19.00 0.55 98.42 1.53 1.53 - - - - ----- - - 1.53 19.03 0.55 98.41 1.52 1.52 ---- ---- -- ----- --- ---- - 1.52 19.07 0.55 98.40 1.51 1.51 - - - - - - - 1.51 19.10 0.55 98.39 1.51 1.51 - - - - - - - 1.51 19.13 0.55 98.38 1.50 1.50 - - - - - - - 1.50 19.17 0.54 98.37 1.50 1.49 - - - ---- - - - 1.49 19.20 0.54 98.36 1.49 1.48 - - - - - - - 1.48 19.23 0.54 98.35 1.49 1.47 - - - --- - - - 1.47 19.27 0.54 98.34 1.48 1.47 ---- - - - - - - 1.47 19.30 0.54 98.33 1.47 1.46 - - - - - - - 1.46 19.33 0.54 98.32 1.47 1.45 - - - - - - - 1.45 19.37 0.53 98.31 1.46 1.44 - - -- - - - - 1.44 19.40 0.53 98.30 1.46 1.44 - - - - - - - 1.44 19.43 0.53 98.29 1.45 1.43 - - - - - - ----- 1.43 19.47 0.53 98.28 1.45 1.42 - - - - - - - 1.42 19.50 0.53 98.27 1.44 1.41 - - - - - ---- - 1.41 19.53 0.52 98.26 1.43 1.41 - - - - - - - 1.41 Continues on next page... Dev.East SRD-Basin Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) cfs ft cfs cfs cfs cfs eft cfs cfs cfs cfs cfs 19.57 0.52 98.25 1.43 1.40 - - - - - - - 1.40 19.60 0.52 98.25 1.42 1.39 -- - - - - - - 1.39 19.63 0.52 98.24 1.42 1.38 - - - - - - - 1.38 19.67 0.52 98.23 1.41 1.38 - - - - - - - 1.38 19.70 0.52 98.22 1.41 1.37 - - - - - - - 1.37 19.73 0.51 98.21 1.40 1.36 - - - - - - - 1.36 19.77 0.51 98.20 1.40 1.35 - - - - - - - 1.35 19.80 0.51 98.19 1.39 1.35 - - - - - - - 1.35 19.83 0.51 98.18 1.38 1.34 - - - - - - - 1.34 19.87 0.51 98.18 1.37 1.33 - - - - - - - 1.33 19.90 0.50 98.17 1.36 1.33 - - - - - - - 1.33 19.93 0.50 98.16 1.35 1.32 -- -- ----- ----- - ----- ----- 1.32 19.97 0.50 98.15 1.35 1.31 - - --- - - - - 1.31 20.00 0.50 98.14 1.34 1.30 - - - - - - - 1.30 20.03 0.50 98.13 1.33 1.30 - - - - - - - 1.30 20.07 0.50 98.13 1.32 1.29 ---- --- ---- ---- ---- ---- - 1.29 20.10 0.49 98.12 1.31 1.28 - - - - - - 1.28 20.13 0.49 98.11 1.30 1.28 - - - - - - - 1.28 20.17 0.49 98.10 1.29 1.27 - - - - - - - 1.27 20.20 0.49 98.09 1.29 1.26 - - - - - - 1.26 20.23 0.49 98.09 1.28 1.26 - - - - - - - 1.26 20.27 0.49 98.08 1.27 1.25 - - - --- - - - 1.25 20.30 0.48 98.07 1.26 1.24 - - - - - -- - 1.24 20.33 0.48 98.06 1.25 1.24 ----- ---- - - ---- ---- --- 1.24 20.37 0.48 98.05 1.25 1.23 - - - - - - - 1.23 20.40 0.48 98.05 1.24 1.22 - - - - - - - 1.22 20.43 0.48 98.04 1.23 1.22 - - - - --- - - 1.22 20.47 0.47 98.03 1.22 1.21 ---- - - - - - - 1.21 20.50 0.47 98.02 1.21 1.21 - - - - - -- - 1.21 20.53 0.47 98.02 1.21 1.20 - ----- ---- - - ---- - 1.20 20.57 0.47 98.01 1.20 1.19 - - - - - - - 1.19 20.60 0.47 98.00 1.19 1.19 - - - - - - - 1.19 20.63 0.47 97.99 1.18 1.18 - - - - - - - 1.18 20.67 0.46 97.98 1.17 1.17 - - - - - - - 1.17 20.70 0.46 97.97 1.16 1.16 - - - - -- - 1.16 20.73 0.46 97.97 1.15 1.15 ---- - - - - - - 1.15 20.77 0.46 97.96 1.15 1.14 - - - - - - - 1.14 20.80 0.46 97.95 1.14 1.14 - - - - - - - 1.14 20.83 0.45 97.94 1.13 1.13 - - - - - - - 1.13 20.87 0.45 97.93 1.12 1.12 - - - - - - - 1.12 20.90 0.45 97.92 1.11 1.11 - - --- - - - - 1.11 20.93 0.45 97.91 1.10 1.10 - - - - - --- ---- 1.10 20.97 0.45 97.91 1.09 1.09 - - - - - - - 1.09 21.00 0.45 97.90 1.09 1.09 - - - - - - - 1.09 21.03 0.44 97.89 1 A8 1.08 -- - - - - - - 1.08 21.07 0.44 97.88 1.07 1.07 -- - - - - ---- - 1.07 21.10 0.44 97.87 1.06 1.06 - - - ---- - --- - 1.06 21.13 0.44 97.86 1.06 1.05 ---- - - ---- - - -=- 1.05 21.17 0.44 97.86 1.05 1.04 - - - - - --__ - 1.04 21.20 0.43 97.85 1.04 1.04 - - - - - - - 1.04 21.23 0.43 97.84 1.03 1.03 - - - - - - - 1.03 Continues on next page... Oev.East SRD-Basin page 7 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 cis cfs cfs cfs cfs cfs cfs 21.27 0.43 97.83 1.03 1.02 - - - - - - - 1.02 21.30 0.43 97.83 1.02 1.01 - - --_ - - - - 1.01 21.33 0.43 97.82 1.01 1.01 - - - - - - - 1.01 21.37 0.43 97.81 1.00 1.00 - - - - - - - 1.00 21.40 0.42 97.80 1.00 0.99 - - - - - - - 0.99 21.43 0.42 97.80 0.99 0.98 - - - - - - - 0.98 21.47 0.42 97.79 0.98 0.97 - - - - - - - 0.97 21.50 0.42 97.78 0.98 0.96 - - - - - - - 0.96 21.53 0.42 97.77 0.97 0.96 - - - - - - - 0.96 21.57 0.41 97.77 0.97 0.95 - - - - - - - 0.95 21.60 0.41 97.76 0.96 0.94 - - - - - - - 0.94 21.63 0.41 97.75 0.95 0.93 - - - - - - -- 0.93 21.67 0.41 97.75 0.95 0.92 - - - - - - - 0.92 21.70 0.41 97.74 0.94 0.92 - - - - - - - 0.92 21.73 0.41 97.73 0.93 0.91 - - - - - - - 0.91 21.77 0.40 97.73 0.93 0.90 ---_ -- - - - - - 0.90 21.80 0.40 97.72 0.92 0.89 - - -- - - - 0.89 21.83 0.40 97.71 0.92 0.89 - - ----- - - - - 0.89 21.87 0.40 97.71 0.91 0.88 - - - - - - - 0.88 21.90 0.40 97.70 0.91 0.87 - - - - - - - 0.87 21.93 0.39 97.70 0.90 0.86 - - - - - - - 0.86 21.97 0.39 97.69 0.89 0.86 - - - - -- - ----- 0.86 22.00 0.39 97.68 0.88 0.85 - - - -- - ---- ---- 0.85 22.03 0.40 97.68 0.87 0.84 - ----_ -_ ---- ---- - -- 0.84 22.07 0.42 97.67 0.86 0.83 - - - - -- - - 0.83 22.10 0.43 97.67 0.85 0.83 - - ---- ---- - - - 0.83 22.13 0.44 97.66 0.84 0.82 - - - - - - - 0.82 22.17 0.46 97.66 0.83 0.81 - - - - - - -- 0.81 22.20 0.47 97.65 0.83 0.81 -- - - - ----- - -- 0.81 22.23 0.47 97.65 0.82 0.80 - - _- ---- - -- -- 0.80 22.27 0.46 97.64 0.81 0.80 -- - - - - - -- 0.80 22.30 0.46 97.64 0.80 0.79 - - - - - - - 0.79 22.33 0.45 97.64 0.80 0.79 - - - - - - - 0.79 22.37 0.45 97.63 0.79 0.78 - - - - - - - 0.78 22.40 0.44 97.63 0.78 0.77 - - - - - ----- 0.77 22.43 0.44 97.62 0.78 0.77 - - - - - - 0.77 22.47 0.43 97.62 0.77 0.76 - - - - - - - 0.76 22.50 0.42 97.61 0.76 0.76 - - - - - - - 0.76 22.53 0.42 97.61 0.75 0.75 - - - - - - - 0.75 22.57 0.41 97.61 0.75 0.75 - - - - - - - 0.75 22.60 0.40 97.60 0.74 0.74 - - - - - - - 0.74 22.63 0.39 97.60 0.73 0.73 - - --- - - - - 0.73 22.67 0.39 97.59 0.73 0.72 - - - - - - - 0.72 22.70 0.39 97.59 0.72 0.72 - - - ---- - - - 0.72 22.73 0.38 97.58 0.71 0.71 - - - - - - - 0.71 22.77 0.38 97.58 0.71 0.70 - - - - - - - 0.70 22.80 0.38 97.58 0.70 0.69 - - - -- - - - 0.69 22.83 0.38 97.57 0.70 0.68 - - - ----- - - ----- 0.68 22.87 0.38 97.57 0.69 0.68 - - - - - - - 0.68 22.90 0.38 97.56 0.68 0.67 - - - - - - - 0.67 22.93 0.38 97.56 0.68 0.66 - - - - - - - 0_66 Continues on next page... DmEast SRD-Basin Page 8 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAU Outflow (hm) cis ft cfs cfs cis cis cis cis cfs cfs cfs cfs 22.97 0.37 97.56 0.67 0.66 - - - - - - 0.66 23.00 0.37 97.55 0.67 0.65 - - - - - - - 0.65 23.03 0.37 97.55 0.66 0.64 ----- - - - - - - 0.64 23.07 0.37 97.55 0.66 0.63 - - - - - - - 0.63 23.10 0.37 97.54 0.65 0.63 - ----- - - - - - 0.63 23.13 0.37 97.54 0.65 0.62 - - - - - - - 0.62 23.17 0.37 97.54 0.64 0.62 - - - - - - - 0.62 23.20 0.37 97.53 0.64 0.61 - - - - - - - 0.61 23.23 0.36 97.53 0.63 0.60 - - ----- - - ----- ----- 0.60 23.27 0.36 97.53 0.63 0.60 - - - - - - - 0.60 23.30 0.36 97.52 0.62 0.59 - - - - - - - 0.59 23.33 0.36 97.52 0.62 0.59 - - - - - - - 0.59 23.37 0.36 97.52 0.62 0.58 - - - - - - - 0.58 23.40 0.36 97.51 0.61 0.58 - - -- - - -- - 0.58 23.43 0.36 97.51 0.61 0.57 ----- - - - ---- ---- - 0.57 23.47 0.35 97.51 0.60 0.56 - - - - - - - 0.56 23.50 0.35 97.51 0.60 0.56 - - - - - - - 0.56 23.53 0.35 97.50 0.60 0.55 - - - - - - - 0.55 23.57 0.35 97.50 0.59 0.55 - - - - - - - 0.55 23.60 0.35 97.50 0.59 0.54 - ----- - - - - - 0.54 23.63 0.35 97.50 0.58 0.54 ----- - - - - - - 0.54 23.67 0.35 97.49 0.58 0.54 - - - - - - - 0.54 23.70 0.34 97.49 0.57 0.53 - - - - - - - 0.53 23.73 0.34 97.49 0.57 0.53 - - - - - - - 0.53 23.77 0.34 97.49 0.56 0.52 - - - - -- - - 0.52 23.80 0.34 97.48 0.56 0.52 - - - - - - - 0.52 23.83 0.34 97.48 0.56 0.52 -- - - - - - - 0.52 23.87 0.34 97.48 0.55 0.51 - - - - - - -- 0.51 23.90 0.34 97.48 0.55 0.51 - - - ---- - - - 0.51 23.93 0.33 97.48 0.54 0.51 - - - - - - - 0.51 23.97 0.33 97.47 0.54 0.50 - - - - - - -- 0.50 24.00 0.33 97.47 0.54 0.50 ---- - - -- - - ----- 0.50 24.03 0.33 97.47 0.53 0.49 - - - - - - ---- 0.49 24.07 0.31 97.47 0.53 0.49 - - - - - - - 0.49 24.10 0.30 97.46 0.52 0.49 - - - - - - - 0.49 24.13 0.27 97.46 0.52 0.48 - - - - - - - 0.48 24.17 0.25 97.46 0.51 0.48 - - ---- - - - -, 0.48 24.20 0.21 97.46 0.51 0.47 - - - - - - ----- 0.47 24.23 0.18 97.45 0.50 0.47 - - - - - - - 0.47 24.27 0.15 97.45 0.49 0.46 - - - ---- - - ---- 0_46 24.30 0.13 97.44 0.49 0.45 - - - - - - - 0.45 24.33 0.10 97.44 0.48 0.45 - - - - - - - 0.45 24.37 0.08 97.44 0.47 0.44 - - --- - - - - 0.44 24.40 0.06 97.43 0.46 0.43 - - - - - - - 0.43 ...End Hydrograph Report ftw, Hydmflow FWrographs by Intelisolve Hyd. No. 2 Dev.East SRD-Basin Hydrograph type = Reservoir Peak discharge = 6.60 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = Teaberry Basin Max. Elevation = 100.65 ft Max. Storage = 42,314 cuft Storage Indication method used. Outflow hydrograph volume=100,628 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) cis ft cis cfs cfs cfs cfs cfs cfs cis cis cis 11.50 1.96 97.57 0.69 0.68 - - - - - - - 0.68 11.53 2.05 97.58 0.72 0.71 - - - - - - - 0.71 11.57 2.16 97.60 0.74 0.74 - - - - - - - 0.74 11.60 2.30 97.62 0.77 0.77 - ---- - - - - - 0.77 11.63 2.48 97.64 0.81 0.79 - - - - ---- - - 0.79 11.67 2.71 97.67 0.85 0.82 - - - - - - - 0.82 11.70 3.01 97.69 0.89 0.86 - - - - - - - 0.86 11.73 3.38 97.72 0.92 0.90 - - - - - - - 0.90 11.77 3.82 97.76 0.96 0.94 -- - - - - - - 0.94 11.80 4.34 97.80 0.99 0.98 - - - - -- - - 0.98 11.83 4.92 97.84 1.04 1.03 - - - -- - ---- - 1.03 11.87 5.57 97.90 1.09 1.09 - -- - - -- ---- -- 1.09 11.90 6.30 97.96 1.15 1.15 - - - - - - - 1.15 11.93 7.14 98.03 1.21 1.21 - - - - - - - 1.21 11.97 8.23 98.09 1.28 1.26 -- - - - - - -- 1.26 12.00 9.68 98.17 1.37 1.33 - - - - - - -- 1.33 12.03 11.50 98.26 1.44 1.41 - -- - - - - - 1.41 12.07 13.54 98.38 1.50 1.50 - - - - - - - 1.50 12.10 15.63 98.51 1.64 1.60 - - - - - - - 1.60 12.13 17.58 98.67 1.77 1.71 - - - - - - - 1.71 12.17 19.18 98.84 1.87 1.83 - - - - - ---- - 1.83 12.20 20.20 99.02 1.98 1.95 - - - - - - - 1.95 12.23 20.60<< 99.21 2.10 2.06 -- --- --- --- - 2.06 12.27 20.54 99.40 2.21 2.17 - - - - - - - 2.17 12.30 20.20 99.58 2.33 2.28 - - - - - - - 2.28 12.33 19.70 99.76 2.44 2.37 - - - - - - - 2.37 12.37 19.03 99.94 2.63 2.45 - - 0.14 - - - - 2.60 12.40 18.21 100.08 3.05 2.49 - - 0.55 - - - - 3.04 12.43 17.25 100.19 3.58 2.50 - - 1.07 - - - - 3.57 12.47 16.17 100.30 4.20 2.47 - - 1.72 - - - - 4.19 12.50 14.97 100.39 4.73 2.45 - - 2.28 -- - - - 4.73 12.53 13.69 100.46 5.25 2.40 - 2.85 - - - - 5.25 12.57 12.34 100.53 5.68 2.35 - - 3.33 - - - 5.68 12.60 10.99 100.57 6.01 2.32 --- - 3.69 - - - - 6.01 12.63 9.73 100.61 6.26 2.29 - - 3.97 - - - - 6.26 12.67 8.64 100.63 6.43 2.26 - - 4.17 - - - - 6.43 12.70 7.75 100.64 6.54 2.24 - - 4.30 - - - ---- 6.54 12.73 7.04 100.65 6.59 2.23 - - 4.36 - - - - 6.59 Continues on next page... Dev.East SRD-Basin Page 2 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) ds ft ds cfs cfs cfs ds ds ds ds ds ds 12.77 6.43 100.65<< 6.60 2.23 - - 4.37 - - - - 6.60<< 12.80 5.90 100.65 6.57 2.24 - - 4.34 - - - - 6.57 12.83 5.44 100.64 6.52 2.25 - - 4.27 - - - - 6.52 12.87 5.04 100.63 6.44 2.26 - - 4.18 - - - - 6.44 12.90 4.70 100.62 6.35 2.27 - - 4.07 - - - - 6.35 12.93 4.41 100.61 6.24 2.29 - - 3.95 ---- - - - 6.24 12.97 4.17 100.59 6.13 2.31 - - 3.82 - - - - 6.13 13.00 3.96 100.57 6.01 2.32 - - 3.69 - - - - 6.01 13.03 3.79 100.56 5.90 2.33 - - 3.56 - - - - 5.90 13.07 3.65 100.54 5.78 2.34 - - 3.43 - - - - 5.78 13.10 3.52 100.52 5.65 2.36 - - 3.30 - - - - 5.65 13.13 3.42 100.50 5.53 2.37 - - 3.16 - - - - 5.53 13.17 3.32 100.49 5.41 2.38 - - 3.03 - - - - 5.41 13.20 3.23 100.47 5.30 2.39 - - 2.90 - - - - 5.30 13.23 3.14 100.45 5.18 2.41 - - 2.77 - - - - 5.18 13.27 3.07 100.44 5.06 2.42 - - 2.65 - - - - 5.06 13.30 3.00 100.42 4.95 2.43 - - 2.52 - - - 4.95 13.33 2.94 100.41 4.84 2.44 - - 2.40 - -- -- - 4.84 13.37 2.89 100.39 4.75 2.45 - - 2.30 - - - - 4.74 13.40 2.84 100.38 4.66 2.45 - - 2.20 - - - 4.65 13.43 2.79 100.36 4.57 2.45 - - 2.11 - - - - 4.57 13.47 2.75 100.35 4.49 2.46 - - 2.02 - - - - 4.48 13.50 2.72 100.33 4.40 2.46 - - 1.94 - - - - 4.40 13.53 2.68 100.32 4.32 2.47 ----- - 1.85 - - - - 4.32 13.57 2.65 100.31 4.25 2.47 - -- 1.77 -- - - - 4.24 13.60 2.62 100.29 4.17 2.47 ---- - 1.69 - - - - 4.16 13.63 2.59 100.28 4.10 2.48 - - 1.61 - - - - 4.09 13.67 2.56 100.27 4.03 2.48 - - 1.53 - - - - 4.0 1 13.70 2.53 100.26 3.96 2.48 - - 1.46 - - - - 3.94 13.73 2.50 100.25 3.89 2.48 - - 1.39 - - - --- 3.87 13.77 2.47 100.24 3.82 2.49 - - 1.32 - - - - 3.81 13.80 2.44 100.23 3.76 2.49 - - 1.25 - - - - 3.74 13.83 2.41 100.21 3.70 2.49 - - 1.19 - - - - 3.68 13.87 2.38 100.20 3.64 2.50 - - 1.12 ---- - - - 3.62 13.90 2.34 100.19 3.58 2.50 --- - 1.07 - - - ----- 3.57 13.93, 2.31 100.18 3.54 2.50 - ---- 1.03 -- - ---_ --- 3.52 13.97 2.28 100.17 3.50 2.50 - - 0.98 - - - - 3.48 14.00 2.25 100.17 3.45 2.49 - - 0.94 - - - - 3.43 14.03 2.22 100.16 3.41 2.49 - - 0.90 - - - -- 3.39 14.07 2.19 100.15 3.37 2.49 - - 0.86 - - - - 3.35 14.10 2.16 100.14 3.32 2.49 - - 0.82 - - - - 3.31 14.13 2.13 100.13 3.28 2.49 - - 0.77 - - - - 3.27 14.17 2.11 100.12 3.24 2.49 - - 0.73 - - - - 3.22 14.20 2.08 100.11 3.20 2.49 - - 0.69 - - - - 3.18 14.23 2.05 100.10 3.16 2.49 - - 0.65 - - - - 3.14 14.27 2.03 100.09 3.12 2.49 - 0.62 - - - - 3.10 14.30 2.01 100.08 3.08 2.49 - - 0.58 - - - - 3.07 14.33 1.99 100.07 3.04 2.49 - ---- 0.54 ----- - -- - 3.03 14.37 1.97 100.07 3.00 2.49 - - 0.50 - - - - 2.99 14.40 1.95 100.06 2.97 2.49 - - 0.47 - - - - 2.95 14.43 1.93 100.05 2.93 2.49 - - 0.43 - - - - 2.92 Continues on next page... Dev.East SRD-Basin Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cis cfs cfs eft cfs cis cis cfs cfs 14.47 1.92 100.04 2.90 2.49 - - 0.40 - - - - 2.88 14.50 1.90 100.03 2.86 2.48 =-- - 0.36 - - - - 2.85 14.53 1.89 100.03 2.83 2.48 - - 0.33 - - - - 2.81 14.57 1.87 100.02 2.79 2.48 - - 0.30 - - - - 2.78 14.60 1.86 100.01 2.76 2.48 - - 0.26 - - - - 2.75 14.63 1.84 100.00 2.73 2.48 - - 0.23 - - - - 2.71 14.67 1.83 100.00 2.70 2.48 - - 0.21 - - - - 2.69 14.70 1.81 99.99 2.69 2.48 - - 0.20 - - - - 2.68 14.73 1.80 99.98 2.68 2.47 - - 0.19 - - - - 2.66 14.77 1.78 99.97 2.67 2.47 - - 0.18 - - - - 2.65 14.80 1.77 99.96 2.66 2.47 - - 0.17 - - - - 2.64 14.83 1.75 99.95 2.65 2.46 - - 0.16 - - - - 2.62 14.87 1.74 99.94 2.64 2.46 - - 0.15 - - - - 2.61 14.90 1.72 99.93 2.63 2.45 - - 0.14 - - --- - 2.60 14.93 1.71 99.93 2.61 2.45 - - 0.13 - - - - 2.58 14.97 1.69 99.92 2.60 2.45 - - 0.12 - - - - 2.57 15.00 1.68 99.91 2.59 2.44 - - 0.11 - - - - 2.56 15.03 1.66 99.90 2.58 2.44 - - 0.10 - - - - 2.54 15.07 1.65 99.89 2.57 2.43 - - 0.09 - - - - 2.53 15.10 1.63 99.88 2.56 2.43 - - 0.09 - - - 2.51 15.13 1.62 99.87 2.55 2.43 - - 0.08 - -- - - 2.50 15.17 1.60 99.86 2.54 2.42 - - 0.07 - - - - 2.49 15.20 1.59 99.85 2.53 2.42 - - 0.06 - - - - 2.47 15.23 1.57 99.84 2.51 2.41 - - 0.05 - - - - 2.46 15.27 1.56 99.84 2.50 2.41 - - 0.04 - - - - 2.45 15.30 1.54 99.83 2.49 2.41 - - 0.03 - - - - 2.43 15.33 1.53 99.82 2.48 2.40 - -- 0.02 - - - - 2.42 15.37 1.51 99.81 2.47 2.40 - - 0.01 - - - - 2.41 15.40 1.49 99.80 2.46 2.39 - - - - - - - 2.39 15.43 1.48 99.79 2.45 2.39 - - - -_ - - - 2.39 15.47 1.46 99.78 2.45 2.38 - - - - - - - 2.38 15.50 1.45 99.77 2.44 2.38 - - - - - - - 2.38 15.53 1.43 99.76 2.44 2.37 - - - - --- - - 2.37 15.57 1.42 99.75 2.43 2.37 - ----- - - - - - 2.37 15.60 1.40 99.74 2.42 2.36 - - - - - - - 2.36 - 15.63 1.39 99.73 2.42 2.36 - -- ----- _- -_ ----- ---_ 2.36 15.67 1.37 99.72 2.41 2.35 - - - - - - - 2.35 15.70 1.36 99.71 2.41 2.35 - - - - - - - 2.35 15.73 1.34 99.70 2.40 2.34 - -_ ---- - - - - 2.34 15.77 1.32 99.69 2.39 2.34 - - - - - - - 2.34 15.80 1.31 99.68 2.39 2.33 - - - - - - - 2.33 15.83 1.29 99.67 2.38 2.32 - ---- - - - - - 2.32 15.87 1.28 99.66 2.37 2.32 - - - ---- - - - 2.32 15.90 1.26 99.65 2.37 2.31 - - ----- - - - - 2.31 15.93 1.25 99.64 2.36 2.31 - - - - - - - 2.31 15.97 1.23 99.63 2.35 2.30 - - - - - - - 2.30 16.00 1.22 99.62 2.35 2.30 - - - - - - _-- 2.30 16.03 1.20 99.60 2.34 2.29 - - - - - ----- -- 2.29 16.07 1.18 99.59 2.33 2.28 - - - - - - - 2.28 16.10 1.17 99.58 2.33 2.28 - - - - - - - 2.28 16.13 1.16 99.57 2.32 2.27 - - - - --- - - 2.27 Continues on next page... Dev.East SRD-Basin Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hm) cfs ft cfs cfs efs cfs cfs cfs ds cfs cfs cis 16.17 1.14 99.56 2.31 2.26 - - - - - - - 2.26 16.20 1.13 99.55 2.31 2.26 - - - - - - - 2.26 16.23 1.12 99.54 2.30 2.25 - - - - - - - 2.25 16.27 1.11 99.52 2.29 2.25 - - - - - - - 2.25 16.30 1.09 99.51 2.28 2.24 - - - - - - - 2.24 16.33 1.08 99.50 2.28 2.23 - - - - - - - 2.23 16.37 1.08 99.49 2.27 2.23 - - - - - - - 2.23 16.40 1.07 99.48 2.26 2.22 - - - - - - - 2.22 16.43 1.06 99.47 2.25 2.21 - - - - - - - 2.21 16.47 1.05 99.45 2.25 2.21 - - - - - - - 2.21 16.50 1.04 99.44 2.24 2.20 - - - - - - - 2.20 16.53 1.04 99.43 2.23 2.19 - - - - - - - 2.19 16.57 1.03 99.42 2.23 2.19 - - - - - - - 2.19 16.60 1.02 99.41 2.22 2.18 - -- - - - --- - 2.18 16.63 1.01 99.39 2.21 2.17 - - - - - - - 2.17 16.67 1.01 99.38 2.20 2.17 - - - - - - - 2.17 16.70 1.00 99.37 2.20 2.16 - - - - - - 2.16 16.73 0.99 99.36 2.19 2.15 - - -- - -- - - 2.15 16.77 0.99 99.35 2.18 2.15 - - - - - - - 2.15 16.80 0.98 99.34 2.17 2.14 - - - - - - - 2.14 16.83 0.97 99.32 2.17 2.13 - - - - - - - 2.13 16.87 0.97 99.31 2.16 2.12 - - - - - - - 2.12 16.90 0.96 99.30 2.15 2.12 - - - - - - - 2.12 16.93 0.95 99.29 2.15 2.11 - - - - - - - 2.11 16.97 0.95 99.28 2.14 2.10 - - - - - - - 2.10 17.00 0.94 99.26 2.13 2.10 - - - - - - - 2.10 17.03 0.93 99.25 2.12 2.09 - -- - - - - - 2.09 17.07 0.93 99.24 2.12 2.08 - - - - -_ - - 2.08 17.10 0.92 99.23 2.11 2.08 - - - - - - - 2.08 17.13 0.91 99.22 2.10 2.07 - - - ----- -- ----- - 2.07 17.17 0.91 99.20 2.10 2.06 - - - - - - - 2.06 17.20 0.90 99.19 2.09 2.05 - - - - - - - 2.05 17.23 0.89 99.18 2.08 2.05 - - - - - - - 2.05 17.27 0.89 99.17 2.07 2.04 - - ---- - - - - 2.04 17.30 0.88 99.16 2.07 2.03 - - - - - - - 2.03 17.33 0.87 99.15 2.06 2.03 -_ --- - - -- - ---- 2.03 17.37 0.87 99.13 2.05 2.02 - - - - - - - 2.02 17.40 0.86 99.12 2.05 2.01 - - -- - - - - 2.01 17.43 0.85 99.11 2.04 2.00 - - - - - - - 2.00 17.47 0.84 99.10 2.03 2.00 - - - - - - - 2.00 17.50 0.84 99.09 2.02 1.99 - - - - - - - 1.99 17.53 0.83 99.07 2.02 1.98 - - ----- ----- - - - 1.98 17.57 0.82 99.06 2.01 1.97 - - - - - - - 1.97 17.60 0.82 99.05 2.00 1.97 - - - - - - - 1.97 17.63 0.81 99.04 2.00 1.96 - - - - - - - 1.96 17.67 0.80 99.03 1.99 1.95 - - - - - - - 1.95 17.70 0.80 99.02 1.98 1.94 - - - - - - - 1.94 17.73 0.79 99.00 1.97 1.94 - - - - - -=- 1.94 17.77 0.78 98.99 1.97 1.93 - - - - - - - 1.93 17.80 0.78 98.98 1.% 1.92 - - - - - - - 1.92 17.83 0.77 98.97 1.95 1.91 - - - - - - - 1.91 Continues on next page... Dev.East SRD-Basin Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cis cfs cfs cis cfs cis cfs cfs cis 17.87 0.76 98.96 1.95 1.91 - - - - - - - 1.91 17.90 0.75 98.95 1.94 1.90 - - - - - - - 1.90 17.93 0.75 98.93 1.93 1.89 - - - - - - - 1.89 17.97 0.74 98.92 1.92 1.88 - - - - - - - 1.88 18.00 0.73 98.91 1.92 1.88 - - - - - - - 1.88 18.03 0.73 98.90 1.91 1.87 - - - - - - - 1.87 18.07 0.72 98.89 1.90 1.86 - - - - - - - 1.86 18.10 0.71 98.87 1.90 1.85 - - - - - - - 1.85 18.13 0.71 98.86 1.89 1.84 - - - - - - - 1.84 18.17 0.70 98.85 1.88 1.84 - - - - - - - 1.84 18.20 0.70 98.84 1.88 1.83 - - - - - - - 1.83 18.23 0.69 98.83 1.87 1.82 - -- - - - - - 1.82 18.27 0.69 98.82 1.86 1.81 - - - - - - - 1.81 18.30 0.68 98.81 1.85 1.81 - - - - - ---- - 1.81 18.33 0.68 98.79 1.85 1.80 - - - - - - - 1.80 18.37 0.68 98.78 1.84 1.79 - - - - - - - 1.79 18.40 0.67 98.77 1.83 1.78 - - - - - - 1.78 18.43 0.67 98.76 1.83 1.77 - - - - - --- - 1.77 18.47 0.67 98.75 1.82 1.77 - - - - - - - 1.77 18.50 0.66 98.74 1.81 1.76 - - - - - - 1.76 18.53 0.66 98.73 1.81 1.75 - - - - - - - 1.75 18.67 0.66 98.71 1.80 1.74 -- - ---- - - - - 1.74 18.60 0.66 98.70 1.80 1.73 - - - - - - - 1.73 18.63 0.66 98.69 1.79 1.73 - -- - - - - - 1.73 18.67 0.65 98.68 1.78 1.72 - - - - - - - 1.72 18.70 0.65 98.67 1.78 1.71 - - - - - - - 1.71 18.73 0.65 98.66 1.77 1.70 - - - - - - - 1.70 18.77 0.65 98.65 1.76 1.69 - - - - - - - 1.69 18.80 0.65 98.64 1.76 1.69 - - - - - - - 1.69 18.83 0.64 98.63 1.75 1.68 - - - - - - - 1.68 18.87 0.64 98.62 1.74 1.67 - - - - - - - 1.67 18.90 0.64 98.61 1.74 1.66 - - - - - - - 1.66 18.93 0.64 98.60 1.73 1.66 - - - - - - - 1.66 18.97 0.64 98.59 1.72 1.65 - - - - - - ---- 1.65 19.00 0.63 98.58 1.71 1.64 -- - ---- - -- - - 1.64 19.03 0.63 98.57 1.70 1.63 - - ---- - - ----- ---- 1.63 19.07 0.63 98.56 1.69 1.63 - - - - - - - 1.63 19.10 0.63 98.54 1.67 1.62 - - - - - - - 1.62 19.13 0.63 98.53 1.66 1.61 - - - - - - - 1.61 19.17 0.62 98.52 1.65 1.61 ---- - - - - - - 1.61 19.20 0.62 98.51 1.64 1.60 - - ---- - - - - 1.60 19.23 0.62 98.50 1.63 1.59 ----- - - -- - - - 1.59 19.27 0.62 98.49 1.62 1.58 - - - - - - - 1.58 19.30 0.61 98.48 1.61 1.58 - - - - - - - 1.58 19.33 0.61 98.47 1.60 1.57 - - - - - - - 1.57 19.37 0.61 98.47 1.59 1.56 - - - -- ---- - 1.56 19.40 0.61 98.46 1.58 1.56 - - - - - - - 1.56 19.43 0.61 98.45 1.57 1.55 - - - - ----- - -=-- 1.55 19.47 0.60 98.44 1.56 1.54 - - - - - - - 1.54 19.50 0.60 98.43 1.55 1.54 - - - - - - --- 1.54 19.53 0.60 98.42 1.54 1.53 - - - - - --- - 1.53 Continues on next page... Dw.East SRD-Basin Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 19.57 0.60 98.41 1.53 1.52 - - - - - - - 1.52 19.60 0.60 98.40 1.52 1.52 = - - - - - - 1.52 19.63 0.59 98.39 1.51 1.51 - - - - - - - 1.51 19.67 0.59 98.38 1.50 1.50 - - - - - - - 1.50 19.70 0.59 98.37 1.50 1.49 - - - - - - - 1.49 19.73 0.59 98.36 1.49 1.49 - - - - - - - 1.49 19.77 0.59 98.35 1.49 1.48 - - - - - - - 1.48 19.80 0.58 98.34 1.48 1.47 - - - - - - - 1.47 19.83 0.58 98.33 1.48 1.46 - - - - - - - 1.46 19.87 0.58 98.32 1.47 1.46 - - - - - - - 1.46 19.90 0.58 98.32 1.47 1.45 - - - - - - - 1.45 19.93 0.58 98.31 1.46 1.44 - - - - - -- - 1.44 19.97 0.57 98.30 1.46 1.43 - - - - - - - 1.43 20.00 0.57 98.29 1.45 1.43 - - - - -- - - 1.43 20.03 0.57 98.28 1.45 1.42 - - - - ---- - - 1.42 20.07 0.57 98.27 1.44 1.41 - - - - - - - 1.41 20.10 0.57 98.26 1.43 1.40 - - - - - - 1.40 20.13 0.56 98.25 1.43 1.40 - - -- - --- -- - 1.40 20.17 0.56 98.25 1.42 1.39 - - - - - - - 1.39 20.20 0.56 98.24 1.42 1.38 - - - - - - - 1.38 20.23 0.56 98.23 1.41 1.38 - - - - - - - 1.38 20.27 0.56 98.22 1.41 1.37 - - - - - - - 1.37 20.30 0.55 98.21 1.40 1.36 - -- - - - - - 1.36 20.33 0.55 98.20 1.40 1.36 - - -- - ---- ---- - 1.36 20.37 0.55 98.20 1.39 1.35 -- - - - - - - 1.35 20.40 0.55 98.19 1.38 1.34 - - - - -- - - 1.34 20.43 0.54 98.18 1.37 1.34 - - - - - - - 1.34 20.47 0.54 98.17 1.37 1.33 - - - - - - - 1.33 20.50 0.54 98.16 1.36 1.32 - - - - ----- - - 1.32 20.53 0.54 98.16 1.35 1.32 -- - - - - --- - 1.32 20.57 0.54 98.15 1.34 1.31 - ---- - - - ----- - 1.31 20.60 0.53 98.14 1.33 1.30 - - - - - ---- - 1.30 20.63 0.53 98.13 1.33 1.30 - - - - - - - 1.30 20.67 0.53 98.12 1.32 1.29 - - - - - - - 1.29 20.70 0.53 98.12 1.31 1.28 - - - - - - - 1.28 20.73 0.53 98.11 1.30 1.28 --- --- ----- _-__ _____ _ ._ ___ 1.28 20.77 0.52 98.10 1.29 1.27 - - -- - - - - 1.27 20.80 0.52 98.09 1.28 1.26 - - - - - - - 1.26 20.83 0.52 98.09 1.28 1.26 - - - - - - - 1.26 20.87 0.52 98.08 1.27 1.25 - - - - - - - 1.25 20.90 0.52 98.07 1.26 1.24 - - - - - - - 1.24 20.93 0.51 98.06 1.25 1.24 -- - - - - - - 1.24 20.97 0.51 98.06 1.25 1.23 - - ----- - - - - 1.23 21.00 0.51 98.05 1.24 1.23 ----- - ---- - - - - 1.23 21.03 0.51 98.04 1.23 1.22 - - - ----- - - - 1.22 21.07 0.51 98.03 1.22 1.21 - - - - - - - 1.21 21.10 0.50 98.03 1.22 1.21 - - - - - - - 1.21 21.13 0.50 98.02 1.21 1.20 - - - - ----- - =--- 1.20 21.17 0.50 98.01 1.20 1.19 - - - - - - - 1.19 21.20 0.50 98.00 1.19 1.19 - - - - - - - 1.19 21.23 0.49 98.00 1.19 1.18 - - - - - - - 1.18 Continues on next page... Dw.East SRD-Basin Page 7 Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hra) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.27 0.49 97.99 1.18 1.17 - - - - - - - 1.17 21.30 0.49 97.98 1.17 1.17 = - - - - - - 1.17 21.33 0.49 97.97 1.16 1.16 - - - - - - - 1.16 21.37 0.49 97.96 1.15 1.15 - - - - - - - 1.15 21.40 0.48 97.95 1.14 1.14 - - - - - - - 1.14 21.43 0.48 97.95 1.13 1.13 - -- - - - ----- ----- 1.13 21.47 0.48 97.94 1.13 1.12 - - - - - - - 1.12 21.50 0.48 97.93 1.12 1.12 - - - - - - - 1.12 21.53 0.48 97.92 1.11 1.11 - - - - - - - 1.11 21.57 0.47 97.91 1.10 1.10 - - - - - - - 1.10 21.60 0.47 97.90 1.09 1.09 - - - - - -- - 1.09 21.63 0.47 97.90 1.09 1.09 - - - - - - - 1.09 21.67 0.47 97.89 1.08 1.08 - - - - ----- - - 1.08 21.70 0.47 97.88 1.07 1.07 - - - - - - - 1.07 21.73 0.46 97.87 1.06 1.06 - - - - - - - 1.06 21.77 0.46 97.86 1.06 1.05 - - -- -- ----- - --- 1.05 21.80 0.46 97.86 1.05 1.05 - - - - - - 1.05 21.83 0.46 97.85 1.04 1.04 - - - - -- --- - 1.04 21.87 0.45 97.84 1.03 1.03 - - - - - - - 1.03 21.90 0.45 97.83 1.03 1.02 - - - - - -- 1.02 21.93 0.45 97.83 1.02 1.01 - - - - - - - 1.01 21.97 0.45 97.82 1.01 1.01 - - - - - - - 1.01 22.00 0.45 --97.81 1.01 1.00 - - - - - - --- 1.00 22.03 0.46 97.81 1.00 0.99 -- -- ---- -- - - ---- 0.99 22.07 0.48 97.80 0.99 0.99 - - - - - - - 0.99 22.10 0.49 97.79 0.99 0.98 - - - - - ---- - 0.98 22.13 0.51 97.79 0.98 0.97 - - ----- - - - - 0.97 22.17 0.52 97.78 0.98 0.96 - - - -_ - - - 0.96 22.20 0.54 97.77 0.97 0.96 - - - - - - - 0.96 22.23 0.54 97.77 0.97 0.95 ---- - - - --- - - 0.95 22.27 0.53 97.76 0.96 0.94 - - - - - - - 0.94 22.30 0.52 97.76 0.96 0.94 - - - - - - - 0.94 22.33 0.52 97.75 0.95 0.93 - - - - - ---- - 0.93 22.37 0.51 97.75 0.95 0.93 - - - - - -- - 0.93 22.40 0.50 97.74 0.94 0.92 - - - ----- - - - 0.92 22.43 0.50 97.74 0.94 0.91 - ----- _- _- ---- --- - 0.91 22.47 0.49 97.73 0.93 0.91 - - ---- - - - - 0.91 22.50 0.48 97.73 0.0 0.90 - - - - - - - 0.90 22.53 0.48 97.72 0.92 0.89 - - - - - - - 0.89 22.57 0.47 97.72 0.92 0.89 - - - - --- - - 0.89 22.60 0.46 97.71 0.91 0.88 - - ---- - - - - 0.88 22.63 0.45 97.70 0.91 0.88 - - - - - -- - 0.88 22.67 0.44 97.70 0.90 0.87 - - - - - - - 0.87 22.70 0.44 97.69 0.89 0.86 - - - - - - - 0.86 22.73 0.44 97.69 0.88 0.85 - - - - - - - 0.85 22.77 0.44 97.68 0.88 0.85 - - - - - - - 0.85 22.80 0.44 97.68 0.87 0.84 - - - - - - ---- 0.84 22.83 0.43 97.67 0.86 0.83 - - -- - - - -=-- 0.83 22.87 0.43 97.67 0.85 0.83 - - --- - - - - 0.83 22.90 0.43 97.66 0.84 0.82 - - - - - - - 0.82 22.93 0.43 97.66 0.83 0.81 - - - - - - - 0.81 Continues on next page... Dw.East SRD-Basin Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.97 0.43 97.65 0.83 0.81 - - - - - - - 0.81 23.00 0.43 97.65 0.82 0.80 - - - - - - - 0.80 23.03 0.43 97.64 0.81 0.79 - - - - - - - 0.79 23.07 0.42 97.64 0.80 0.79 - - - - - - - 0.79 23.10 0.42 97.63 0.79 0.78 - - - - - - - 0.78 23.13 0.42 97.63 0.79 0.78 - - - - - - - 0.78 23.17 0.42 97.62 0.78 0.77 - - - - - - - 0.77 23.20 0.42 97.62 0.77 0.76 - - - - - - - 0.76 23.23 0.42 97.62 0.76 0.76 - - - - - - - 0.76 23.27 0.41 97.61 0.76 0.75 - - - - - - - 0.75 23.30 0.41 97.61 0.75 0.76 - - - - - - - 0.75 23.33 0.41 97.60 0.74 0.74 - - - - - - - 0.74 23.37 0.41 97.60 0.74 0.73 - - - - - - - 0.73 23.40 0.41 97.59 0.73 0.73 - - - - - - - 0.73 23.43 0.41 97.59 0.72 0.72 - - - - - - - 0.72 23.47 0.40 97.59 0.72 0.71 - - - - - - - 0.71 23.50 0.40 97.58 0.71 0.70 - - - - - - 0.70 23.53 0.40 97.58 0.71 0.70 - - - - --- - - 0.70 23.57 0.40 97.57 0.70 0.69 - - - - - - - 0.69 23.60 0.40 97.57 0.69 0.68 - - - - - - 0.68 23.63 0.40 97.57 0.69 0.67 - - - - - - - 0.67 23.67 0.40 97.56 0.68 0.67 - - - - - - - 0.67 23.70 0.39 97.56 0.68 0.66 -- -- - - -- ----- 0.66 ...End APPENDIX F t5 3� � '�• c Gt�1 LGv L- fT/or� G'F G"A X A vv v = Cl ' � Cbi, ) CR) It �c = 3 2 l� T3 o - Q s f C r, 'I t r-) = 0, 3 y L( Q v = py a,cs-Ll AC- Fr t � - � O C_ � t]�a �.�n.a P a w �}�'�"r^�f� � c-s APPENDIX G oz—a _ INLET STATION AND OFFSET -1 ro TIME TO INLET _ ` N Dw AREA IN ACRES cri - ETO © 0 0 p p o O — I Cl vi Cq a RUNOFF COEFFICIENT 0 0 0 o o jcxj AI SUM OF Al _ TOTAL AI O o v- 1�j ii i7�-r sv m RAINFALL INTENSITY _ - •o 0 TO INLET 0 da o GRADE OF GUTTER - G G = — CROSS SLOPE - — OF SHOULDER — DEPTH OF FLOW AT GUTTER s - s W �► W o m H d cir WIDTH OF FLOW 0 0 0 0 BYPASSING INLET O r w IV SNV svj : Al BYPASSING INLET (" d _ r 0 oa 0 0 o Al ENTERING �R °f CATCH BASIN ON 133H5 All03�103H0 IMaI� 133t11S 31y0 1V Q3N91S30 0etd I'Z wa0-4 SISAIVNV AIOIJ vil1As HOSONIM Hinos JO NMO.L _ TOWN OF SOUTH WINDSOR GUTTER FLOW ANALY313 PROJECT ���i �19��1�111111l�1111��� A�11�11l111��1111��� LINE SEGMENT TIME TO INLET TIME IN PIPE ACCUMULATED TIME IN SYSTEM ell SUM OF At RAINFALL INTENSITY 0 IN SYSTEM LENGTH OF PIPE FULL CAPACITY ' TOWN OF SOUTH WINDSOR STORM SEWER SY3TEM DE319N i F CHECKED BY 3ZIS 3dIdJ �hill o�iBi���iiiiiiiiiiii ONIN31N3 IV- �'3!l0�1010��111111111111 Senior Housing in South Windsor Development Location Type of # of Name housing units Wapping Mews 50 Elm Street Apartments 30 Flax Hill 30 Foster Street Apartments 40 Collins Crossing Hunter Drive Senior Residence 20 Development Collins Hill Cityview Terrace, Vista View Drive Senior Residence 18 Develo ment Porter's Share Share's Lane Senior Residence 21 Develo ment Wyndemere Wyndemere Court Senior Residence 14 Develo ment *Pleasant Meadows Garden Circle Senior Residence 18 Develo ment Wheeler Estates Wheeler Road Senior Residence 25 Develo ment Strawberry Fields Dzen's Way, Strawberry Lane Multi-Family 43 Condo's Watson Farm Watson Circle Apartments 72 *Berry Patch Winterberry Lane Apartments 102 *Berry Patch I1 96 *Summerwood Summerwood Lane Senior Residence 17 Develo ment Podunk Ridge Riverview Drive Senior Residence 21 Development *Shady Brook Bailey Circle Senior Residence 20 Development #Smith's Corner 178 Smith Street Senior Residence 3 Development *Eagle Run Nevers Road Senior Residence 20 Development #Riverwalk Sullivan Avenue/Peirce Raod Senior Residence 18 Development **Teaberry Estates Ellington Road Senior Residence 25 Development *Quarry Brook Pleasant Valley Road Senior Residence 6 Development *Under construction #Approved but not constructed "Pending approval Prepared by the Planning Department updated 3/10/05 ity Road o U o Q w 0 _ Woodbridge,Connecticut 06525 \ PLANNING g • \�/ENGINEERING \ WAND DESIGN Telephone: (203)397-3600 Telecopier: (203)397-3642 ' September 29, 2004 Ms. Marcia Banach RECEIVE® Director of Planning ' Town of South Windsor S E P b 0 2004 1540 Sullivan Avenue South Windsor, CT 06074 SOUTH WINDSOR PLANNING DEPT. ' RE: SITE TRAFFIC EVALUATION STUDY PROPOSED SINGLE FAMILY AND SENIOR RESIDENCE DEVELOPMENTS ' TEABERRY ESTATES ELLINGTON ROAD (ROUTE 30) OPPOSITE PODUNK RIDGE SOUTH WINDSOR, CONNECTICUT ' Dear Ms. Banach: Reference is made to the proposal to construct 2 single-family dwelling units and 25 senior residence condominiums on the tract of land located on the east side of Ellington Road (Route 30), in the Town of South Windsor, Connecticut. The development will be served by a site drive intersecting the east side of Ellington Road about 180 feet north of the Podunk Ridge senior residence t development recently occupied on the west side of Ellington Road. The new site drive will run east-west and end at a cul-de-sac at its eastern terminus. Both homes and all of the condominium units will be served by the site drive. ' Additionally, a connection will be provided between the new site drive for the subject development and the new site drive to the new church now under construction north of the subject site to provide a secondary emergency access ' for both developments. Please refer to Exhibit 1 of the Appendix that locates this site with respect to the 1 surrounding roadway network. Study Approach ' For purposes of this site traffic evaluation study, given the very low trip Yg ry p generation potential for the subject development, the defined study area includes ' the proposed intersection of Ellington Road at the proposed site drive, and the intersection of the new site drive for Podunk Ridge at Ellington Road. Both intersections are or will be three-way intersections, with Stop controls on the site ' drive approaches to Ellington Road. For purposes of the analyses that follow, the 2005 combined (build) scenario ' was evaluated for both intersections since the Podunk Ridge intersection came into existence only recently, and the proposed site drive intersection has yet to be built. 2 ' Therefore, the combined 2005 scenario represents the build condition with the subject development in place, where it has been assumed that this development will be open for use next year. It has also been assumed that Podunk Ridge, ' consisting of 21 age-restricted condominiums, will also be fully occupied by next year. ' Given the residential character of this development, weekday am and pm peak hour analyses were conducted. Although the condominiums will be occupied by residents 55 years and older with no school children under 18 years of age, thereby generating lower traffic volumes than traditional condominiums, the traffic characteristics of traditional condominiums were evaluated nevertheless to provide a conservative, high-side analysis. ' Background Traffic ' Please refer to Exhibits 2 and 3 of the Appendix that graphically summarize the 2004 existing weekday am and weekday pm peak hour traffic volumes for the defined study area. These peak hour traffic volumes were derived from automatic traffic recorder measurements that were performed by us on Ellington Road in the vicinity of the proposed site drive, and from previously prepared estimates for Podunk Ridge also performed by us. These traffic recorder ' measurements were conducted over a 6-day period, beginning midday on Wednesday, August 25 and ending midday on Tuesday, August 31, 2004, and are summarized as Exhibit 14 of the Appendix. These counts indicated that ' Ellington Road carries about 12,000 vehicles daily, with am and pm peak hour volumes of about 800 to 1,000 vehicles per hour. Please refer to Exhibits 4 and 5 of the Appendix that graphically summarize the 2005 background (i.e., no-build) weekday am and weekday pm peak hour traffic ' volumes for the defined study area. These were derived by expanding the 2004 existing peak hour traffic volumes from Exhibits 2 and 3 by 2 percent per year for one year, or by a factor of 1.02, to represent normal growth patterns for the ' subject study area. Site-Generated Traffic ' For the purpose of developing site-generated traffic estimates for the subject development, we utilized the trip generation data made available in the latest edition of Trip Generation Report, by the Institute of Transportation Engineers ' (ITE), seventh edition, 2003, where it has been assumed that this development will conservatively generate traffic comparable to a traditional condominium project open to all residents, not just seniors. The trip generation estimates for condominium units (ITE Code #230) have been made and included as Exhibit 6 of the Appendix. We also added a trip generation component for the two single- family dwelling units. 3 Please refer to Table 1 below that summarizes the trip generation estimates for the subject development based on the calculations from Exhibit 6 of the Appendix: Table 1 Summary of Trip Generation Estimates Inbound Outbound Total Weekday AM Peak 4 15 19 ' Weekday PM Peak 14 7 21 A review of Table 1 indicates that, as would be expected, the proposed ' residential development will be a very low traffic generator, with site-generated peak hour traffic volumes ranging from 19 to 21 vehicles per hour during the weekday am and pm commuter peak hours. For purposes of the analyses that follow, it has been assumed h site- generated Y that site generated traffic will be distributed in proportion to the existing traffic patterns on ' the surrounding roadway network, or equally to and from the north and south (i.e., 50 percent each way) of the proposed site drive as graphically shown in Exhibit 7 of the Appendix. Please refer to Exhibits 8 and 9 of the Appendix that graphically summarize the ' estimated site-generated weekday am and weekday pm peak hour traffic volumes for the proposed development derived by applying the traffic distributions shown in Exhibit 7 of the Appendix to the trip generation estimates ' summarized in Table 1 above. Evaluation ' The 2004 existing peak hour analyses (for Podunk Ridge only) are based on the weekday am and weekday pm peak hour traffic volumes shown as Exhibits 2 ' and 3 of the Appendix. The 2005 background (no-build) peak hour analyses (for Podunk Ridge only) are ' based on the weekday am and weekday pm peak hour traffic volumes shown as Exhibits 4 and 5 of the Appendix. ' The 2005 combined (build) peak hour analyses are based on the weekday am and pm peak hour traffic volumes shown as Exhibits 10 and 11 of the Appendix. Exhibits 10 and 11 were derived by combining the 2005 background peak hour ' traffic volumes shown in Exhibits 4 and 5, with the respective site-generated peak hour traffic volumes shown in Exhibits 8 and 9 for the subject development. 4 ' Intersection capacity analyses were performed for the study intersection utilizing the methodology described in the latest edition of Highway Capacity Manual, Special Report 209, Transportation Research Board, 1985, updated to 2001. Application of this methodology was facilitated by use of Synchro Operations Analysis Software, developed by the Trafficware Corporation, updated to 2003. Capacity analyses are utilized to determine a Level of Service (LOS) for a given intersection operating under either signalized or unsignalized control. In the case of unsignalized intersections, similar to the proposed site drive intersection on Ellington Road, Level of Service (LOS) is defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as ' vehicles move up in the queue or slow down upstream of an intersection. The delay experienced by a motorist is comprised of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the ' travel time actually experienced and the reference time that would result during base conditions in the absence of incident, control, traffic, or geometric delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. At two-way stop-controlled and all-way stop- controlled intersections, control delay is the total elapsed time from a vehicle joining the queue until its departure from the stopped position at the head of the ' queue. The control delay also includes the time required to decelerate to a stop and to accelerate to the free-flow speed. Level of Service for a two-way stop- . controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS is not defined for the intersection as a whole. In today's environment, Levels of Service D to F are common and are often experienced on minor street approaches to major streets ' carrying relatively high traffic volumes. Please refer to Exhibit 12 in the Appendix, which provides details on the definitions of Levels of Service for unsignalized intersections. ' The results of the capacity analyses for h 2 p y y the 004 existing, 2005 background ' (no-build), and 2005 combined (build) scenarios are summarized in Table 2 on the next page of this study. ' The computer-generated worksheets for these capacity analyses are included in Exhibit 13. ' A review of Table 2 shows that the proposed site drive intersection on Ellington Road would operate at level of service A (i.e., very good) for the southbound left- turn movement entering the site, and at level of service B to C (i.e., good to ' average) for the westbound movements exiting the site. These levels of service for combined conditions are considered excellent. TABLE 3 ' SUMMARY OF CAPACITY ANALYSES TEABERRY ESTATES ELLINGTON ROAD(ROUTE 30)OPPOSITE PODUNK RIDGE ' SOUTH WINDSOR, CONNECTICUT ELLINGTON ROAD(ROUTE 301 AT PODUNK RIDGE DRIVE 2004 2005 2005 EXISTING BACKGROUND COMBINED ' AM PM AM PM AM PM EASTBOUND(OUTBOUND) B C C C C C NORTHBOUND(INBOUND LEFT) A A A A A A ' AVERAGE DELAY(SECONDB 14.8 16.7 16.1 17 15.2 17.2 ELLINGTON ROAD(ROUTE 30)AT PROPOSED SITE DRIVE 2004 2005 2005 EXISTING BACKGROUND COMBINED ' AM PM AM PM AM PM WESTBOUND(OUTBOUND) B C SOUTHBOUND(INBOUND LEFT) A A AVERAGE DELAY(SECOND --- --- --- -- 13.9 20.3 Bubaris Traffic Associates September 20" ' 5 A review of Table 2 also shows that the site drive intersection for Podunk Ridge ' at Ellington Road will continue to operate at level of service A (i.e., very good) for the northbound left-turn movement entering that site, and at level of service C (i.e., average) for the eastbound movements exiting the site. These levels of service for combined conditions at the Podunk Ridge site are also considered excellent. ' Sight Line Analysis ' Sight lines from the proposed site drive location on Ellington Road were evaluated utilizing the guidelines set forth for this purpose by the Connecticut Department of Transportation. These guidelines recommend that sight lines be ' measured in each direction from a site drive or side-street approach, at a point 15 feet back of the near-side edge of travel way of the intersecting street, at a viewing height of 3.5 feet above the site drive or side-street grade, to an object ' height at 3.5 feet above the intersecting roadway grade. Available sight line distances were measured from the proposed site drive location at a distance of 15 feet back from the Ellington Road edge of pavement and found to be 520 feet to the north, or right, and 700 feet to the south, or left. These sight line distances are adequate for approach speeds of over 60 miles per hour southbound and over 45 miles per hour northbound on Ellington Road. A review of the results of the speed measurements summarized in Table 3 below, which were derived from the automatic traffic recorder summaries in Exhibit 14 of the Appendix, shows that available sight lines from the proposed site drive location are satisfactory for the prevailing speed of traffic on Ellington Road. Table 3 ' Summary of Sight Line Parameters Northbound Southbound Posted Speed: 40 mph 40 mph 10 MPH Pace Speed: 31 to 40 mph 36 to 45 mph ' Average Speed: 38 mph 38 mph 85th Percentile Speed: 45 mph 44 mph Design Speed: 45 mph 45 mph ' Minimum Sight Line: 500 feet 500 feet Available Sight Line: 700 feet (left) 520 feet (right) 6 ' Accident Experience A review was made of the most recent reported accident experience for Ellington Road in the vicinity of the proposed site drive. Accident information was made available by the Connecticut Department of Transportation, for the 3-year period that included 2001 through 2003, for Ellington Road for a distance from 500 feet ' south to 500 feet north of the proposed site drive. A review of this accident experience indicated only six reported accidents for this ' roadway segment during this 3-year period. Three accidents occurred at the intersection of Ellington Road at Quarry Brook Drive, two of the accidents occurred on Ellington Road between Quarry Brook Drive and Lakewood Drive, and one accident occurred at the intersection of Ellington Road at Lakewood Drive. Therefore, the relatively low accident experience does not show a recurring ' pattern that needs to be corrected, or a problem that may be exacerbated by the proposed development. ' Conclusions ' It is the professional opinion of Bubaris Traffic Associates that the proposed Teaberry Estates, to be situated on the east side of Ellington Road north and opposite of Podunk Ridge, with one two-way site drive, should not adversely ' impact traffic operations on the surrounding roadway network in 2005 when it is expected to open for use. ' The development, consisting of 25 age-restricted residential units for seniors 55 years and older and two single-family residences, will be a very low traffic ' generator, producing only 19 to 21 trips per hour during the weekday am and weekday pm peak hours. Operational analyses demonstrate that the proposed site drive intersection at ' Ellington Road will operate at satisfactory levels. ' Available sight lines are satisfactory from the proposed site drive location. The accident experience for the segment of Ellington Road in the vicinity of the ' proposed site drive is excellent (i.e., non-existent). 7 ' An Encroachment Permit Application will need to be submitted to the Connecticut Department of Transportation for approval to construct the proposed site drive intersection on Ellington Road (Route 30). •001e Very truly yours, •B ��� BUBARIS TRAFFIC ASSOCIATES aP •� aG� T r ,pNO' 9203 a �� James G. Bubaris, P. Conn. Reg. No. 9203 Principal ' cc: Mr. Jean-Marc Jacques Mr. Peter DeMallie J.M.J. Construction Design Professionals, Inc. 658 Ellington Road 165 South Satellite Road South Windsor, CT 06074 South Windsor, CT 06074 r W a o. Q i SITE TRAFFIC EVALUATION STUDY JMJ DEVELOPMENT PROPOSED SINGLE FAMILY AND SENIOR RESIDENCE DEVELOPMENTS ELLINGTON ROAD (ROUTE 30) OPPOSITE PODUNK RIDGE SOUTH WINDSOR, CONNECTICUT APPENDIX ' TABLE OF CONTENTS ' Exhibit 1 — Location Map Exhibit 2 —2004 Existing AM Peak Hour Traffic Volumes II, i Exhibit 3 —2004 Existing PM Peak Hour Traffic Volumes Exhibit 4 —2005 Background AM Peak Hour Traffic Volumes Exhibit 5 2005 Background PM Peak Hour Traffic Volumes ' Exhibit 6 —Summary of Trip Generation Calculations Residential Condominiums - ITE Code#230 ' Exhibit 7— Site-Generated Traffic Distributions ' Exhibit 8 —Site-Generated AM Peak Hour Traffic Volumes Exhibit 9 —Site-Generated PM Peak Hour Traffic Volumes Exhibit 10—2005 Combined AM Peak Hour Traffic Volumes ' Exhibit 11 —2005 Combined PM Peak Hour Traffic Volumes Exhibit 12— Definitions of Levels of Service ' Unsignalized Intersections Exhibit 13— Synchro Operations Analysis Worksheets ' Ellington Road (Route 30) at Proposed Site Drive Ellington Road (Route 30) at Podunk Ridge Exhibit 14—Automatic Traffic Recorder Measurements Ellington Road (Route 30) at Proposed Site Drive 1 r� MILL ON THE RIVER i 1 � Q o a NVWX 4W m UMDM �voaD �,y� •� � d I� �t Igo' _ ' U M\ � h i � o 1 0 0 8 o a EXHIBIT 1 LOCATION MAP ' PROPOSED JMJ DEVELOPMENT SOUTH WINDSOR, CONNECTICUT ROUTE 30 541 kN l I♦ ,� I♦ SITE 258 NOTE:DRAWING NOT TOO SCALE 1 540 PODUNK RIDGE �4--I 7 - I I 6 --� 2 251 ROUTE 30 EXHIBIT 2 2004 EXISTING AM PEAK HOUR TRAFFIC VOLUMES ROUTE 30 330 (:4N �► L► � --� SITE 739 NOTE:DRAWING NOT TOO SCALE 6 324 PODUNK RIDGE 4-I 3 3 � 6 736 ROUTE 30 EXHIBIT 3 2004 EXISTING PM PEAK HOUR TRAFFIC VOLUMES ROUTE 30 552 N * ) I-►t SITE 263 NOTE:DRAWING NOT TOO SCALE 1 551 PODUNK RIDGE 4--I 7 I I 6 ---� 2 256 ROUTE 30 EXHIBIT 4 2005 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES ROUTE 30 336 (;N l �► ♦ SITE 754 NOTE:DRAWING NOT TOO SCALE 6 330 PODUNK RIDGE 3 3 --- 6 751 ROUTE 30 EXHIBIT 5 2005 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES ' 09/09/2004 ' CONDOS* 2003* EXHIBIT 6 SUMMARY OF TRIP GENERATION CALCULATIONS ' SOURCE:TRIP GENERATION REPORT,INSTITUTE OF TRANSPORTATION ENGINEERS,2003 LAND USE:RESIDENTIAL CONDOMINIUMS-CODE#230 PROJECT: JMJ DEVELOPMENT SOUTH WINDSOR,CONNECTICUT ' NUMBER OF CONDOMINIUM UNITS: 25 ' TOTAL TIME PE IO ITE TRIP GENERATION EQUATION TRIPS INBOUND OUTBOUND ' AVERAGE LN(1)=0.85 LN(X)+2.55 198 99 99 WEEKDAY 50%INBOUND*50%OUTBOUND ' PEAK HOUR LN(T)=0.80 LN(X)+0.26 17 3 14 7 TO 9 AM 17%INBOUND*83%OUTBOUND PEAK HOUR LN =0.82 LN X +0.32 19 13 6 ' m c > 4 TO 6 PM 67%INBOUND*33%OUTBOUND ' AM PEAK HOUR LN(T)=0.82 LN(X)+0.17 17 3 14 OF GENERATOR 18%INBOUND*82%OUTBOUND ' PM PEAK HOUR T=0.34(X)+38.31 38 25 13 OF GENERATOR 65%INBOUND*35%OUTBOUND ' AVERAGE T=3.62(X)+427.93 518 259 259 SATURDAY 50%INBOUND*50%OUTBOUND SATURDAY PEAK T=0.29(X)+42.63 50 27 23 HOUR OF 54%INBOUND*46%OUTBOUND ' GENERATOR AVERAGE T=3.13(X)+357.26 436 218 218 SUNDAY 50%INBOUND*50%OUTBOUND ' SUNDAY PEAK T=0.23(X)+50.01 56 27 28 HOUR OF 49%INBOUND*51%OUTBOUND GENERATOR ROUTE 30 50% (50%) N h �(50%) I-► SITE 50% NOTE:DRAWING NOT TOO SCALE (500%) PODUNK RIDGE ♦ NOTE: XX EQUALS INBOUND VEHICLES �J (YY) EQUALS OUTBOUND VEHICLES 50% ROUTE 30 EXHIBIT 7 SITE GENERATED TRAFFIC DISTR IBUTIONS ROUTE 30 2 (7) I,.. � ($) ♦ SITE (:4 ) 2 NOTE:DRAWING NOT TOO SCALE (8) PODUNK RIDGE NOTE: XX EQUALS INBOUND VEHICLES EQUALS OUTBOUND VEHICLES 2 ROUTE 30 EXHIBIT 8 AM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES ROUTE 30 7 (3) N I♦ SITE 7 NOTE:DRAWING NOT TOO SCALE ((44) PODUNK RIDGE ♦ t10TE: t XX EQUALS INBOUND VEHICLES (YY) EQUALS OUTBOUND VEHICLES 7 ROUTE 30 EXHIBIT 9 PM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES ROUTE 30 552 2 7 N ♦ SITE 259 2 NOTE:DRAWING NOT TOO SCALE 1 559 PODUNK RIDGE 7 I T 6 � 2 258 ROUTE 30 EXHIBIT 10 2005 COMBINED AM PEAK HOUR TRAFFIC VOLUMES ROUTE 30 336 7 3 N ♦ SITE 754 7 NOTE:DRAWING NOT TOO SCALE 6 334 PODUNK RIDGE 3 I I 3 � 6 758 ROUTE 30 EXHIBIT 11 2005 COMBINED PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT 12 LEVEL OF SERVICE CRITERIA ' UNSIGNALIZED INTERSECTIONS SOURCE: HIGHWAY CAPACITY MANUAL MCM), 2000 ' TRANSPORTATION RESEARCH BOARD (1) ' Level of Service for unsignalized intersections similar to the study intersections is defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as vehicles move up in the queue or slow down upstream of an intersection. The delay experienced by a motorist is comprised of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time ' actually experienced and the reference time that would result during base conditions in the absence of incident, control, traffic, or geometric delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. At two-way stop-controlled and all-way stop-controlled intersections, control delay is the ' total elapsed time from a vehicle joining the queue until its departure from the stopped position at the head of the queue. The control delay also includes the time required to decelerate to a stop and to accelerate to the free-flow speed. Level of Service (LOS) for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS is ' not defined for the intersection as a whole. Level of Service (LOS) for an all-way stop-controlled intersection is determined by the computed or measured control delay and is defined for all movements. A LOS is then defined for the intersection as a whole. Levels of Service (LOS) for unsignalized intersections are defined as follows: ' LEVEL OF SERVICE AVERAGE CONTROL DELAY CONDITION PER VEHICLE SECONDS LOS A 0 TO 10 LITTLE OR NO DELAY LOS B > 10 TO 15 SHORT DELAY LOS C > 15 TO 25 AVERAGE DELAY LOS D > 25 TO 35 LONG DELAY LOS E > 35 TO 50 VERY LONG DELAY LOS F > 50 EXTREME DELAY ' In today's environment, Levels of Service D to F are common and are often experienced on minor street approaches to major streets carrying relatively high traffic volumes. (1) HCM, Exhibits 17-2 and 17-22. Exhibit 13 Synchro Operations Analysis Worksheets Ellington Road (Route 30) at Proposed Site Drive ' Ellington Road (Route 30) at Podunk Ridge HCM Unsignalized Intersection Capacity Analysis BUBARIS TRAFFIC ASSOCIATES 5: SITE DRIVE & ROUTE 30 2004 EXISTING AM PEAK HOUR t Lane Configurations ' Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 0 258 0 0 541 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 287 0 0 601 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 888 287 287 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 888 287 287 tC, single (s) 6.4 6.2 4.1 ' tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 314 752 1275 Volume Total 0 287 601 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1275 Volume to Capacity 0.00 0.17 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 ' Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Average Delay 0.0 Intersection Capacity Utilization 31.8% ICU Level of Service A Analysis Period (min) 15 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Pagel HCM Unsi nalized Intersection Capacity Analysis s BUBARIS TRAFFIC ASSOCIATES 7: PODUNK RIDGE & ROUTE 30, * 2004 EXISTING AM PEAK HOUR�i► I t ' Lane Configurations ft To Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 7 6 2 251 540 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 8 7 2 279 600 1 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 884 601 601 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 884 601 601 tC,single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 99 100 cM capacity(veh/h) 315 501 976 Volume Total 14 281 601 ' Volume Left 8 2 0 Volume Right 7 0 1 cSH 380 976 1700 ' Volume to Capacity 0.04 0.00 0.35 Queue Length 95th (ft) 3 0 0 Control Delay(s) 14.8 0.1 0.0 Lane LOS B A Approach Delay(s) 14.8 0.1 0.0 Approach LOS B Average Delay 0.3 Intersection Capacity Utilization 38.5% ICU Level of Service A ' Analysis Period (min) 15 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 ' HCM Unsignalized Intersection Capacity Analysis BUBARIS TRAFFI C IC ASSOCIATES 5: SITE DRIVE & ROUTE 30 + 2004 EXISTING PM PEAK HOUR I Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% ' Volume(veh/h) 0 0 739 0 0 330 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Houdy flow rate (vph) 0 0 821 0 0 367 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1188 821 821 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1188 821 821 tC,single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity(veh/h) 208 374 808 Volume Total 0 821 367 ' Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 808 ' Volume to Capacity 0.00 0.48 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A ' Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Average Delay 0.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 1 HCM Unsignalized Intersection Capacity Analysis BUBARIS TRAFFIC P Y Y ASSOCIATES 7: PODUNK RIDGE & ROUTE 30 2004 EXISTING PM PEAK HOUR ' --* -V '\ t Lane Configurations Y 4 T* Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 3 3 6 736 324 6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 3 3 7 818 360 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 1194 363 367 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1194 363 367 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 98 100 99 cM capacity(veh/h) 205 682 1192 Volume Total 7 824 367 Volume Left 3 7 0 Volume Right 3 0 7 cSH 315 1192 1700 ' Volume to Capacity 0.02 0.01 0.22 Queue Length 95th (ft) 2 0 0 Control Delay(s) 16.7 0.2 0.0 ' Lane LOS C A Approach Delay(s) 16.7 0.2 0.0 Approach LOS C ' Average Delay 0.2 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 ' HCM Unsignalized Intersection Capacity Analysis BUBARIS TRAFFIC ASS OCIATES 5: SITE DRIVE & ROUTE 30 2005 BACKGROUND AM PEAK HOUR rLane Configurations Sign Control Stop Free Free ' Grade 0% 0% 0% Volume(veh/h) 0 0 263 0 0 552 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 292 0 0 613 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 906 292 292 1 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 906 292 292 ' tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 307 747 1.269 Volume Total 0 292 613 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1269 ' Volume to Capacity 0.00 0.17 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A ' Approach Delay(s) 0.0 0.0 0.0 Approach LOS A ' Average Delay 0.0 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 1 ' HCM Unsignalized Intersection Capacity Analysis BUBARIS TRAFFIC C ASSOCIATES 7: PODUNK RIDGE & ROUTE 30 2005 BACKGROUND AM PEAK HOUR T Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% ' Volume(veh/h) 7 6 2 256 551 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 8 7 2 284 612 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) 1 Percent Blockage Right turn flare(veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 902 613 613 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 902 613 613 tC, single (s) 6.4 6.2 4.1 tC, 2 stage(s) tF (s) 3.5 3.3 2.2 p0 queue free% 97 99 100 cM capacity(veh/h) 308 493 966 Volume Total 14 287 613 Volume Left 8 2 0 Volume Right 7 0 1 cSH 372 966 1700 ' Volume to Capacity 0.04 0.00 0.36 Queue Length 95th (ft) 3 0 0 Control Delay(s) 15.1 0.1 0.0 ' Lane LOS C A Approach Delay(s) 15.1 0.1 0.0 Approach LOS C ' Average Delay 0.3 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 ' HCM Unsignalized Intersection CapacityAnalysis BUBARIS Y TRAFFIC ASSOCIATES 5: SITE DRIVE & ROUTE 30 2005 BACKGROUND PM PEAK HOUR ' Lane Configurations ' ► Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 0 754 0 0 336 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 838 0 0 373 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage ' Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1211 838 838 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1211 838 838 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 100 100 ' cM capacity(veh/h) 201 366 797 111111 Volume Total 0 838 373 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 797 Volume to Capacity 0.00 0.49 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 ' Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Average Delay 0.0 3 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Pagel ' HCM Unsignalized Intersection Capacity Analysis p Y y BUBARIS TRAFFIC ASSOCIATES 7: PODUNK RIDGE & ROUTE 30 2005 BACKGROUND PM PEAK HOUR ' Lane Configurations ► 1� Sign Control Stop Free Free ' Grade 0% 0% 0% Volume (veh/h) 3 3 6 751 330 6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 3 3 7 834 367 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1218 370 373 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1218 370 373 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 98 100 99 cM capacity(veh/h) 198 676 1185 Volume Total 7 841 373 Volume Left 3 7 0 Volume Right 3 0 7 cSH 307 1185 1700 Volume to Capacity 0.02 0.01 0.22 Queue Length 95th (ft) 2 0 0 Control Delay(s) 17.0 0.2 0.0 Lane LOS C A Approach Delay(s) 17.0 0.2 0.0 Approach LOS C Average Delay 0.2 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 ' HCM Unsignalized Intersection Capacity Analysis p Y Y B UBARIS TRAFFIC ASSOCIATES 5: SITE DRIVE & ROUTE 30 2005 COMBINED AM PEAK HOUR 1 'e, k t Lane Configurations Sign Control Stop Free Free 1 Grade 0% 0% 0% Volume(veh/h) 8 7 259 2 2 552 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 9 8 288 2 2 613 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) 1 Percent Blockage Right turn flare(veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 907 289 290 1 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 907 289 290 ' tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 97 99 100 1 cM capacity(veh/h) 306 750 1272 Volume Total 17 290 616 1 Volume Left 9 0 2 Volume Right 8 2 0 cSH 423 1700 1272 1 Volume to Capacity 0.04 0.17 0.00 Queue Length 95th (ft) 3 0 0 Control Delay(s) 13.9 0.0 0,0 ' Lane LOS B A Approach Delay(s) 13.9 0.0 0.0 Approach LOS B Average Delay 0.3 Intersection Capacity Utilization 40.6% ICU Level of Service A 1 Analysis Period (min) 15 1 1 1 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 1 ' HCM Unsignalized Intersection Capacity Analysis BUBARIS TR AFFIC RAFFIC ASSOCIATES 7: PODUNK RIDGE & ROUTE 30 2005 COMBINED AM PEAK HOUR ' Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% ' Volume (veh/h) 7 6 2 258 559 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 8 7 2 287 621 1 ' Pedestrians Lane Width(ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare(veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 913 622 622 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 913 622 622 tC,single (s) 6.4 6.2 4.1 ' tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 97 99 100 cM capacity(veh/h) 303 487 959 Volume Total 14 289 622 Volume Left 8 2 0 Volume Right 7 0 1 cSH 367 959 1700 ' Volume to Capacity 0.04 0.00 0.37 Queue Length 95th (ft) 3 0 0 Control Delay(s) 15.2 0.1 0.0 Lane LOS C A ' Approach Delay(s) 15.2 0.1 0.0 Approach LOS C ' Average Delay 0.3 Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 HCM Unsi n g alized Intersection Capacity Analysis BUBARIS TRAFFIC ASSOCIATES 5: SITE DRIVE & ROUTE 30 2005 COMBINED PM PEAK HOUR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 4 3 754 7 7 336 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 4 3 838 8 8 373 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1231 842 846 ' vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1231 842 846 ' tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 99 99 ' cM capacity(veh/h) 194 364 791 Volume Total 8 846 381 ' Volume Left 4 0 8 Volume Right 3 8 0 cSH 243 1700 791 Volume to Capacity 0.03 0.50 0.01 Queue Length 95th (ft) 2 0 1 Control Delay(s) 20.3 0.0 0.3 ' Lane LOS C A Approach Delay(s) 20.3 0.0 0.3 Approach LOS C Average Delay 0.2 Intersection Capacity Utilization 50.1% ICU Level of Service A ' Analysis Period (min) 15 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 1 HCM Unsignalized Intersection Capacity Analysis BUBARI p Y Y S TRAFFIC ASSOCIATES 7: PODUNK RIDGE & ROUTE 30 2005 COMBINED PM PEAK HOUR ' +r t ' Lane Configurations Sign Control Stop Free Free ' Grade 0% 0% 0% Volume (veh/h) 3 3 6 758 334 6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 3 3 7 842 371 7 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1230 374 378 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1230 374 378 ' tC,single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 98 100 99 ' cM capacity(veh/h) 195 672 1181 Volume Total 7 849 378 ' Volume Left 3 7 0 Volume Right 3 0 7 cSH 302 1181 1700 ' Volume to Capacity 0.02 0.01 0.22 Queue Length 95th (ft) 2 0 0 Control Delay(s) 17.2 0.2 0.0 Lane LOS C A ' Approach Delay(s) 17.2 0.2 0.0 Approach LOS C Average Delay 0.2 y Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 ' 9/13/2004 Synchro 6 Report Bubaris Traffic Associates Page 2 ' Exhibit 14 Automatic Traffic Recorder Measurements ' Ellington Road (Route 30) at Proposed Site Drive r r �r rr rf r r� � �r r� rr ■r �■r i■r rr r r rr r� r Connecticut Counts Inc. Page 1 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 0825104 * # « # * # # # ! # * # # * # « Y 01:00 « # ! * * * * # # * « * # # « # ! 02:00 * # # ! * # # # ! * ! * Y # 03:00 « # # ! # # ! # # # * ! ! # ! Y # 04:00 # # # * # ! # # # # * * # ! * # # 05:00 ! * * # # # ! * * # * # # # 07:00 ! « # ! ! # ! * * ! # 08:00 # « ! Y ! # # * # ! 09:00 # Y * * ! ! Y ! « # * Y * ! # Y # 10:00 3 1 0 14 69 93 58 24 3 3 0 1 0 0 269 45 49 11:00 2 0 0 25 135 93 58 20 5 1 1 1 1 0 342 44 48 12 PM 2 1 10 19 102 138 52 31 2 0 0 0 1 0 358 44 48 13:00 1 0 2 18 130 108 81 16 5 0 0 2 0 0 363 44 47 14:00 3 0 0 33 117 100 63 22 3 0 1 1 0 0 343 44 48 15:00 6 0 1 29 148 162 97 46 4 0 2 2 0 0 497 44 49 16:00 8 0 0 34 272 230 99 19 1 0 1 2 2 0 668 42 45 17:00 7 4 2 54 295 242 93 17 5 3 1 1 2 0 726 41 45 18:00 5 3 1 27 124 135 95 34 4 2 1 2 1 0 434 44 49 19:00 7 0 0 14 64 112 93 19 3 0 2 1 0 0 315 44 48 20:00 1 0 1 18 56 63 64 21 3 0 0 0 0 0 227 45 49 21:00 3 0 0 8 16 41 55 20 2 2 0 0 0 0 147 46 50 22:00 0 0 0 1 10 21 38 14 4 1 0 0 0 0 89 48 52 23:00 2 0 0 0 8 22 40 9 5 0 0 0 0 0 86 46 51 Total 50 9 17 294 1546 1560 986 312 49 12 9 13 7 0 4864 Percent 1.0% 0.2% 0.3% 6.0% 31.8% 32.1% 20.3% 6.4% 1.0% 0.2% 0.2% 0.3% 0.1% 0.0% AM Peak 10:00 10:00 11:00 11:00 10:00 10:00 10:00 11:00 10:00 11:00 10:00 11:00 11:00 Volume 3 1 25 135 93 58 24 5 3 1 1 1 342 PM Peak 16:00 17:00 12:00 17:00 17:00 17:00 16:00 15:00 13:00 17:00 15:00 13:00 16:00 17:00 Volume 8 4 10 54 295 242 99 46 5 3 2 2 2 726 M M M = = = = M = = = = i = M Connecticut Counts Inc. Page 2 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/26/04 0 --6--0 0 14 14 11 10 0 1 0 0 0 0 50 47 49 01:00 0 0 0 0 3 5 6 4 0 1 0 0 0 0 19 48 56 02:00 0 0 0 3 1 1 4 1 0 0 0 0 0 0 10 44 45 03:00 0 0 0 3 2 3 2 0 0 0 0 0 0 0 10 40 43 04:00 0 0 1 3 1 4 5 1 1 0 0 0 0 0 16 45 51 05:00 1 0 0 0 4 11 9 7 1 0 0 0 0 0 33 48 50 06:00 2 0 1 9 23 29 33 8 2 1 1 0 0 0 109 45 50 07:00 5 0 1 8 42 38 44 29 5 0 1 0 0 0 173 47 50 08:00 2 1 1 21 57 68 61 21 0 0 1 0 0 0 233 44 48 09:00 5 0 1 10 58 74 78 27 9 2 1 0 1 0 266 45 50 10:00 4 1 0 13 62 74 63 25 6 0 0 0 0 0 248 45 49 11:00 2 0 9 10 113 91 73 21 5 0 0 0 0 0 324 44 48 12 PM 4 1 5 21 121 124 76 18 6 1 2 1 1 0 381 44 48 13:00 5 2 0 24 105 93 95 32 4 0 0 0 0 0 360 14:00 4 1 1 22 111 110 101 45 48 25 3 1 0 0 0 0 379 44 47 15:00 3 3 6 37 177 130 80 16 2 1 0 1 2 0 458 43 45 16:00 4 6 8 44 246 262 91 20 1 1 0 0 0 0 682 41 45 17:00 9 2 4 47 320 201 114 25 2 0 1 3 0 0 728 42 45 18:00 5 2 2 27 122 123 115 44 5 3 1 1 1 0 451 45 49 19:00 2 0 0 14 78 108 83 19 2 1 0 0 0 0 307 44 47 20:00 2 0 0 10 45 83 75 28 2 0 0 0 0 0 245 45 49 21:00 1 0 0 5 35 52 46 19 4 0 0 0 0 0 162 45 49 22:00 0 0 0 1 7 25 36 10 6 0 1 2 0 0 88 48 55 23:00 0 0 0 4 17 28 20 8 1 1 0 0 0 0 79 45 49 Total 60 18 40 336 1764 1751 1321 418 67 14 9 8 5 0 5811 Percent 1.0% 0.3% 0.7% 5.8% 30.4% 30.1% 22.7% 7.2% 1.2% 0.2% 0.2% 0.1% 0.1% 0.0% AM Peak 07:00 08:00 11:00 08:00 11:00 11:00 09:00 07:00 09:00 09:00 06:00 09:00 11:00 Volume 5 1 9 21 113 91 78 29 9 2 1 1 324 PM Peak 17:00 16:00 16:00 17:00 17:00 16:00 18:00 18:00 12:00 18:00 12:00 17:00 15:00 17:00 Volume 9 5 8 47 320 262 115 44 6 3 2 3 2 728 Connecticut Counts Inc. Page 3 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor, Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/27/04 0 0 1 3 1 20 23 6 0 0 0 0 0 0 54 45 48 01:00 0 0 0 2 5 7 14 4 2 1 0 1 0 0 36 49 56 02.00 0 0 0 2 1 7 3 3 2 0 0 1 0 0 19 50 55 03:00 0 0 0 0 2 2 3 0 0 1 0 0 0 0 8 45 45 04:00 0 0 0 2 0 4 1 1 1 0 0 0 0 0 9 51 51 05:00 0 0 0 2 4 8 10 3 2 0 0 0 0 0 29 47 53 06:00 1 0 0 10 16 27 32 16 5 0 0 0 1 0 108 47 51 07:00 3 2 0 8 46 51 46 31 9 0 1 0 0 0 197 47 51 08:00 6 0 2 11 60 58 50 23 4 0 0 2 0 0 216 45 49 09:00 3 1 0 13 63 71 66 27 6 0 0 1 0 0 251 45 49 10:00 4 2 1 16 57 92 61 35 5 0 0 0 0 0 273 45 49 11:00 3 0 4 17 89 107 Be 29 2 1 0 0 1 0 341 44 48 12 PM 10 1 0 21 99 130 99 33 3 0 2 1 1 0 400 44 49 13:00 12 0 1 17 89 116 82 31 5 0 1 0 0 0 354 45 49 14:00 5 1 2 18 106 132 95 46 4 2 0 1 0 0 412 45 49 15:00 10 0 0 24 181 146 115 34 6 1 3 0 0 0 520 44 48 16:00 12 3 15 52 240 184 96 14 1 1 2 0 4 0 624 42 45 17:00 13 6 27 77 314 208 72 11 3 0 4 0 1 0 736 40 44 18:00 2 0 1 26 119 102 90 19 1 0 0 0 1 0 361 44 46 19:00 2 0 0 5 70 76 70 18 3 0 0 1 0 0 245 44 48 20:00 0 0 0 6 36 47 63 19 4 1 1 0 0 0 177 45 50 21:00 0 0 0 8 39 52 40 8 0 1 0 0 0 0 148 44 47 22:00 0 0 0 7 24 53 38 12 6 1 0 0 0 0 141 45 51 23:00 0 0 0 1 17 24 31 12 2 0 0 0 0 0 87 46 50 Total 86 16 54 348 1678 1724 1288 435 76 10 14 8 9 0 5746 Percent 1.5% 0.3% 0.9% 6.1% 29.2% 30.0% 22.4% 7.6% 1.3% 0.2% 0.2% 0.1% 0.2% 0.0% AM Peak 08:00 07:00 11:00 11:00 11:00 11:00 11:00 10:00 07:00 01:00 07:00 08:00 06:00 11:00 Volume 6 2 4 17 89 107 88 35 9 1 1 2 1 341 PM Peak 17:00 17:00 17:00 17:00 17:00 17:00 15:00 14:00 15:00 14:00 . 17:00 12:00 16:00 17:00 Volume 13 6 27 77 314 208 115 46 6 2 4 1 4 736 �r rr r r rr rr rr rr rr rr rr r rr rr rr rr rr rr �r Connecticut Counts Inc. Page 4 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/28/04 1 0 0 1 13 14 31 5 3 0 1 1 0 0 70 45 52 01:00 0 0 0 1 6 4 11 6 2 0 0 0 0 0 30 48 50 02:00 0 0 0 0 4 9 11 3 3 2 0 0 0 0 32 50 55 03:00 0 1 0 1 2 3 2 3 0 0 0 0 0 0 12 47 49 04:00 0 0 0 4 4 3 4 2 1 0 0 0 0 0 18 45 50 05:00 0 0 0 2 5 4 5 7 0 0 0 0 0 0 23 48 50 06:00 0 0 1 3 9 5 12 7 1 0 1 0 0 0 39 48 50 07:00 0 0 1 3 13 25 30 20 3 0 0 0 0 0 95 48 50 08:00 1 0 2 6 26 35 40 21 5 0 0 1 0 0 137 47 50 09:00 2 0 3 21 51 84 60 20 4 1 0 0 0 0 246 44 49 10:00 5 2 0 9 72 79 91 36 5 2 1 0 1 0 303 45 50 11:00 5 1 3 36 111 123 75 33 2 0 1 0 1 0 391 44 48 12 PM 6 0 1 31 90 80 73 25 1 1 0 1 1 0 310 44 48 13:00 0 0 0 21 73 56 77 33 2 0 2 1 0 0 265 45 49 14:00 3 0 1 6 63 63 70 27 6 0 1 0 0 0 240 45 50 15:00 0 0 0 6 39 91 55 27 5 0 1 1 1 0 226 46 50 16:00 0 0 3 13 55 69 95 28 3 2 0 0 0 0 268 45 49 17:00 1 1 4 12 73 65 76 19 6 1 0 0 0 0 258 45 49 18:00 4 1 1 6 65 58 64 21 4 0 0 0 1 0 225 45 49 19:00 5 0 1 4 42 63 57 23 3 0 0 0 0 0 198 45 49 20:00 1 0 1 7 38 38 44 13 3 0 0 0 1 0 146 45 49 21:00 1 0 0 4 18 39 35 17 2 0 0 1 0 0 117 46 50 22:00 1 0 0 3 13 31 42 17 3 0 1 0 0 0 111 47 50 23:00 2 0 0 3 8 24 28 16 3 1 0 1 0 0 86 48 52 Total 38 6 22 203 893 1065 1088 429 70 10 9 7 6 0 3846 Percent 1.0% 0.2% 0.6% 5.3% 23.2% 27.7% 28.3% 11.2% 1.8% 0.3% 0.2% 0.2% 0.2% 0.0% AM Peak 10:00 10:00 09:00 11:00 11:00 11:00 10:00 10:00 08:00 02:00 00:00 00:00 10:00 11:00 Volume 5 2 3 36 111 123 91 36 5 2 1 1 1 391 PM Peak 12:00 17:00 17:00 12:00 12:00 15:00 16:00 13:00 14:00 16:00 13:00 12:00 12:00 12:00 Volume 6 1 4 31 90 91 95 33 6 2 2 1 1 310 Connecticut Counts Inc. Page 5 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 Latitude:0�0J00 Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 0829104 0 0 0 0 14 21 22 9 2 0 1 0 0 0 59 47 50 01:00 0 0 0 0 5 15 9 4 1 0 1 0 0 0 35 47 51 02:00 0 0 0 0 4 6 7 6 1 2 0 0 0 0 26 50 58 03:00 0 0 0 1 2 5 5 4 3 3 0 0 0 0 04:00 0 0 1 0 3 0 2 2 23 55 59 05:00 0 0 0 1 3 0 0 0 0 0 0 8 48 50 5 5 0 1 0 0 0 0 0 15 44 45 06:00 0 0 0 1 11 11 11 7 3 1 0 0 0 0 45 48 54 07:00 0 0 0 1 4 15 25 10 3 0 0 0 0 0 58 47 50 08:00 2 0 0 1 25 52 57 20 5 2 0 1 1 0 166 46 51 09:00 2 0 0 5 41 48 42 41 4 1 0 0 1 0 185 48 50 10:00 5 1 1 11 84 81 83 25 6 0 1 0 1 0 299 45 49 11:00 3 0 0 7 56 54 74 46 5 1 0 0 0 0 246 47 50 12 PM 6 0 0 8 74 84 99 41 6 1 1 1 0 13:00 5 0 1 7 51 72 87 36 0 321 46 50 14:00 2 0 4 7 40 92 73 28 2 0 1 0 0 0 249 45 45 49 15:00 5 0 1 8 50 68 97 52 7 0 0 28 49 16.00 4 0 0 12 57 77 74 45 5 1 0 0 0 0 276 47 50 1 1 0 0 0 2 17:00 5 0 0 13 48 76 88 6 47 50 18:00 5 1 0 10 58 90 78 8 3 0 0 2 0 0 29 45 49 19:00 1 0 0 1 0 1 0 11 53 0 275 45 49 20:00 1 1 2 64 63 21 4 0 0 0 0 0 217 45 49 10 28 50 63 20 2 0 0 0 0 21:00 0 0 0 5 28 53 36 20 3 0 146 45 49 22:000 1 1 0 11 25 38 0 1 0 0 0 146 46 50 23:00 0 p p 11 1 1 0 0 0 0 89 46 50 1 10 13 19 16 2 0 0 0 0 0 61 48 50 Thal 46 4 11 .20 760 1077 1157 526 74 15 9 5 3 0 3807 Perce 1.2% 0.1% 0.3% 3.2% 20.0% 28.3% 30.4% 13.8% 1.9% 0.4% 0.2% 0.1% 0.1% 0.0% AM Peak 10:00 10:00 04:00 10:00 10:00 10:00 10:00 11:00 10.. 03:00 00:00 08:00 08:00 Volume 5 1 1 11 84 81 83 46 6 3 10:99 PM Peak 12:00 18:00 14:00 17:00 12:00 14:00 12:00 15:00 15:00 12:00 13:00 17:00 1 2 Volume 6 1 4 13 74 92 99 52 7 1 1221 2 2 321 Connecticut Counts Inc. Page 6 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/30/04 0 0 0 2 6 3 8 2 0 2 0 0 0 0 23 48 58 01:00 0 0 0 0 5 4 4 3 1 0 1 0 0 0 18 49 55 02:00 0 0 0 0 1 2 4 2 0 0 0 0 0 0 9 48 50 03:00 0 0 0 0 2 1 1 0 1 0 0 0 0 0 5 45 45 04:00 0 0 0 1 2 2 2 2 0 0 0 0 0 0 9 48 50 05:00 0 0 0 2 2 9 9 3 1 0 0 0 0 0 26 46 50 06:00 2 0 0 6 23 29 24 22 2 0 0 0 0 0 108 47 50 07:00 7 1 2 13 52 45 51 12 3 1 2 0 0 0 189 45 49 08:00 4 0 4 13 69 63 47 21 8 2 1 0 1 0 233 45 51 09:00 2 0 2 6 55 79 60 28 7 1 0 1 0 0 241 46 50 10:00 1 0 2 9 56 74 66 38 4 0 0 3 0 0 253 46 50 11:00 4 1 1 19 111 109 51 17 1 0 1 2 0 0 317 43 47 12 PM 6 2 3 24 121 131 73 26 3 0 0 1 0 0 390 44 47 13:00 11 1 3 20 97 109 100 20 4 0 0 0 0 0 365 44 47 14:00 5 1 4 24 105 113 90 19 6 2 1 0 1 0 371 44 48 15:00 5 0 4 53 150 156 100 28 1 0 0 1 0 0 498 43 46 16:00 12 0 2 20 209 232 96 27 3 0 1 0 1 0 603 42 46 17:00 12 2 7 64 317 219 87 19 3 2 3 1 2 0 738 41 45 18:00 9 0 0 22 128 121 106 44 4 1 0 1 4 0 439 45 49 19:00 1 0 1 8 46 110 86 30 2 1 1 0 1 0 287 45 49 20:00 3 0 1 11 30 70 78 22 1 1 0 0 1 0 218 45 49 21:00 0 0 2 6 29 47 32 18 4 2 1 0 0 0 141 47 50 22:00 0 0 2 0 23 33 37 11 1 1 0 0 0 0 108 45 49 23:00 0 0 0 1 9 20 14 11 1 1 0 0 0 0 57 47 50 Total 84 8 40 324 1648 1781 1225 425 61 17 12 10 11 0 5646 Percent 1.5% 0.1% 0.7% 5.7% 29.2% 31.5% 21.7% 7.5% 1.1% 0.3% 0.2% 0.2% 0.2% 0.0% AM Peak 07:00 07:00 08:00 11:00 11:00 11:00 10:00 10:00 08:00 00:00 07:00 10:00 08:00 11:00 Volume 7 1 4 19 111 109 66 38 8 2 2 3 1 317 PM Peak 16:00 12:00 17:00 17:00 17:00 16:00 18:00 18:00 14:00 14:00 17:00 12:00 18:00 17:00 Volume 12 2 7 64 317 232 105 44 6 2 3 1 4 738 Connecticut Counts Inc. Page 7 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/31/04 0 0 0 0 5 17 12 6 1 0 1 0 0 0 42 47 50 01:00 0 0 0 1 6 5 5 1 1 0 0 0 0 0 19 44 50 02:00 0 0 0 1 1 2 3 2 0 0 0 0 0 0 9 48 48 03:00 0 0 0 1 3 3 1 1 0 0 0 0 0 0 9 46 46 04:00 0 0 0 2 2 2 4 2 1 0 0 0 0 0 13 48 50 05:00 0 0 0 2 7 6 13 5 0 0 0 0 0 0 33 45 48 06:00 0 0 0 9 22 32 26 13 1 0 0 0 0 0 103 45 49 07:00 5 0 4 5 33 63 42 26 3 3 0 1 1 0 186 47 50 08:00 6 1 2 26 60 71 53 24 2 0 1 0 0 0 246 45 49 09:00 5 0 1 14 57 91 70 33 7 0 0 2 2 0 282 46 50 10:00 3 1 1 10 61 85 63 14 5 0 2 0 1 0 246 44 49 11:00 5 0 2 10 112 107 61 24 6 1 1 0 0 0 329 44 49 12 PM 6 0 2 21 118 144 61 25 2 2 1 0 0 0 382 43 48 13:00 5 0 0 16 81 100 85 33 3 3 1 0 0 0 327 45 49 14:00 10 1 2 20 91 112 91 22 4 2 0 0 0 0 355 44 48 15:00 * * * * * * 16:00 * * * * * * 18:00 * * * * * * * 19:00 * * * * * * 20:00 * * * * * * 21:00 * * * * * * * 23:00 * * * * * * Total 45 3 14 138 659 840 590 231 36 11 7 3 4 0 2581 Percent 1.7% 0.1% 0.5% 5.3% 25.5% 32.5% 22.9% 9.0% 1.4% 0.4% 0.3% 0.1% 0.2% 0.0% AM Peak 08:00 08:00 07:00 08:00 11:00 11:00 09:00 09:00 09:00 07:00 10:00 09:00 09:00 11:00 Volume 6 1 4 26 112 107 70 33 7 3 2 2 2 329 PM Peak 14:00 14:00 12:00 12:00 12:00 12:00 14:00 13.00 14:00 13:00 12:00 12:00 Volume 10 1 2 21 118 144 91 33 4 3 1 382 Grand Total 409 64 198 1763 8948 9798 7655 2776 433 89 69 54 45 0 32301 Percent 0.2% 0.6% 5.5% 27.7% 30.3% 23.7% 8.6% 1.3% 0.3% 0.2% 0.2% 0.1% 0.0% Statistics 15th Percentile: 32 MPH 50th Percentile: 38 MPH 85th Percentile: 45 MPH 95th Percentile: 49 MPH Statistics Mean Speed(Average): 38 MPH 10 MPH Pace Speed: 31-40 MPH Number in Pace: 18746 Percent in Pace: 58.0% Number of Vehicles>40 MPH: 11125 Percent of Vehicles>40 MPH: 34.4% Connecticut Counts Inc. Page 8 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor, Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/25/04 01:00 02:00 * ! # # ! f # # # ! ! ! # * ! # 03:00 04:00 f # f ! # f # # * f # ! # # # # # 05:00 06:00 07:00 08:00 09:0/1 10:00 7 0 2 26 51 94 67 18 2 1 0 0 1 0 269 44 48 11:00 3 2 8 31 93 80 57 13 1 0 0 1 0 0 289 43 46 12 PM 9 0 7 20 80 126 76 12 2 1 1 0 2 0 335 43 46 13:00 6 3 6 23 87 113 73 17 0 0 1 0 0 0 329 43 46 14:00 14 2 9 41 73 106 48 12 1 0 0 0 0 0 306 42 45 15:00 3 2 8 29 58 91 75 20 1 1 0 1 0 0 289 44 48 16:00 1 0 12 33 81 87 39 8 2 4 0 0 2 0 269 42 47 17:00 12 2 9 25 56 98 58 15 2 0 3 1 0 0 281 44 48 18:00 5 2 4 34 67 84 70 14 1 1 0 1 0 0 283 44 47 19:00 1 1 6 12 56 83 56 18 1 1 0 0 1 0 236 44 48 20:00 1 3 10 15 59 91 43 8 0 0 0 0 0 0 230 42 45 21:00 2 1 1 5 21 47 41 13 2 0 0 0 0 0 133 45 49 22:00 0 0 1 5 15 23 9 8 0 1 0 0 0 0 62 46 49 23:00 0 0 1 1 6 10 16 6 0 0 0 0 0 0 40 45 49 Total 64 18 84 300 803 1132 728 182 15 10 5 4 6 0 3351 Percent 1.9% 0.5% 2.5% 9.0% 24.0% 33.8% 21.7% 5.4% 0.4% 0.3% 0.1% 0.1% 0.2% 0.0% AM Peak 10:00 11:00 11:00 11:00 11:00 10:00 10:00 10:00 10:00 10:00 11:00 10:00 11:00 Volume 7 2 8 31 93 94 67 18 2 1 1 1 289 PM Peak 14:00 13:00 16:00 14:00 13:00 12:00 12:00 15:00 12:00 16:00 17:00 15:00 12:00 12:00 Volume 14 3 12 41 87 125 76 20 2 4 3 1 2 335 Connecticut Counts Inc. Page 9 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 0826/04 0 0 0 0 3 6 6 2 1 0 0 0 0 0 18 46 51 01:00 0 0 0 0 1 4 3 1 0 0 0 0 0 0 9 45 50 02:00 0 0 0 1 0 3 2 2 0 0 0 0 0 0 8 48 50 03:00 0 0 0 1 1 3 4 4 0 0 0 0 0 0 13 48 49 04:00 0 0 0 3 9 20 9 6 0 0 0 0 0 0 47 45 49 05:00 0 0 0 1 23 36 29 10 1 1 0 0 0 0 101 45 49 06:00 3 0 3 10 66 123 92 29 7 0 0 0 0 0 333 45 49 07:00 5 5 15 33 98 192 186 44 5 1 1 1 0 0 586 45 48 08:00 7 4 7 22 75 147 128 19 3 0 2 0 0 0 414 44 46 09:00 2 2 0 11 59 106 71 27 3 0 0 0 0 0 281 45 48 10:00 3 0 5 19 42 95 78 22 2 1 0 0 0 0 267 45 48 11:00 3 0 2 21 67 106 63 16 1 0 2 1 0 0 282 44 47 12 PM 5 0 9 52 96 134 68 17 4 2 0 0 0 0 387 43 47 13:00 3 1 8 19 92 112 81 19 6 1 0 0 0 0 342 44 48 14:00 5 2 8 27 66 98 58 13 3 2 0 1 0 0 283 44 47 15:00 7 0 6 20 58 81 84 17 1 1 1 1 1 0 278 44 48 16:00 7 2 8 45 81 80 40 12 0 2 0 0 2 0 279 42 46 17:00 11 4 12 29 74 85 40 6 1 2 2 0 1 0 267 42 45 18:00 9 2 6 22 63 113 64 18 0 1 2 0 0 0 300 44 47 19:00 7 3 9 14 68 78 54 14 1 0 1 0 0 0 249 44 47 20:00 3 0 0 6 48 72 36 10 2 0 1 1 0 0 179 44 48 21:00 2 1 2 5 38 58 32 11 1 0 0 0 0 0 150 44 47 22:00 0 0 0 8 22 27 30 7 2 0 0 0 0 0 96 45 48 23:00 0 0 0 3 10 16 14 4 2 0 0 0 0 0 49 45 51 Total 82 26 100 372 1160 1795 1272 330 46 14 12 5 4 0 5218 Percent 1.6% 0.5% 1.9% 7.1% 22.2% 34.4% 24.4% 6.3% 0.9% 0.3% 0.2% 0.1% 0.1% 0.0% AM Peak 08:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 06:00 05:00 08:00 07:00 07:00 Volume 7 5 15 33 98 192 186 44 7 1 2 1 586 PM Peak 17:00 17:00 17:00 12:00 12:00 12:00 15:00 13:00 13:00 12:00 17:00 14:00 16:00 12:00 Volume 11 4 12 52 96 134 84 19 6 2 2 1 2 387 Connecticut Counts Inc. Page 10 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Southbound Latitude:0.000 start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/27/04 0 0 0 1 5 7 10 3 0 0 0 0 0 0 26 45 49 01:00 0 0 0 1 5 7 4 0 0 0 0 0 0 0 17 42 44 02:00 0 0 0 1 1 4 3 0 0 0 0 0 0 0 9 44 45 03:00 0 0 0 2 2 3 5 4 0 0 0 0 0 0 16 48 49 04:00 0 0 0 4 8 14 13 6 0 0 0 0 0 0 45 45 49 05:00 0 0 0 4 16 35 26 12 3 0 0 0 0 0 96 46 50 06:00 0 1 4 14 42 98 107 23 6 0 0 0 0 0 295 45 49 07:00 4 3 10 41 116 166 169 37 2 1 1 1 0 0 640 44 48 08:00 4 2 6 16 66 160 127 29 1 1 0 1 1 0 414 44 48 09:00 0 2 2 10 56 93 62 19 4 0 1 0 0 0 249 44 49 10:00 2 0 10 17 61 98 48 24 1 1 0 0 2 0 264 44 49 11:00 7 2 8 20 61 109 85 10 2 0 1 2 0 0 307 44 45 12 PM 4 1 12 34 112 130 72 19 0 1 0 0 1 0 386 43 46 13:00 4 0 1 37 77 122 90 17 4 1 1 1 0 0 355 44 47 14:00 8 2 4 27 88 104 81 14 1 1 0 0 0 0 330 43 45 15:00 5 3 14 36 80 114 52 12 2 0 0 3 1 0 322 43 46 16:00 8 0 11 27 85 94 82 8 4 2 2 0 1 0 324 44 46 17:00 8 0 12 28 79 84 42 14 2 1 1 2 2 0 275 43 48 18:00 6 0 4 28 61 90 63 10 0 1 2 2 1 0 268 44 47 19:00 1 0 2 13 48 82 44 7 3 1 0 0 0 0 201 43 46 20:00 1 0 0 18 30 38 51 10 0 0 0 0 0 0 148 44 47 21:00 1 2 2 15 20 53 24 7 0 0 0 0 0 0 124 43 46 22:00 0 2 3 8 20 41 28 2 1 1 0 0 0 0 106 43 45 23:00 0 0 0 4 11 24 16 4 2 0 0 1 0 0 62 45 50 Total 63 20 105 406 1149 1770 1294 291 38 12 9 13 9 0 5179 Percent 1.2% 0.4% 2.0% 7.8% 22.2% 34.2% 25.0% 5.6% 0.7% 0.2% 0.2% 0.3% 0.2% 0.0% AM Peak 11:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 06:00 07:00 07:00 11:00 10:00 07:00 Volume 7 3 10 41 115 166 159 37 6 1 1 2 2 540 PM Peak 14:00 15:00 15:00 13:00 12:00 12:00 13:00 12:00 13:00 16:00 16:00 15:00 17:00 12:00 Volume 8 3 14 37 112 130 90 19 4 2 2 3 2 386 Connecticut Counts Inc. Page 11 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08MI04 0 0 0 2 3 20 9 2 1 0 0 0 0 0 37 44 48 01:00 2 0 0 2 3 8 1 3 0 0 0 0 0 0 19 45 49 02:00 0 0 0 0 2 4 8 2 1 0 0 0 0 0 17 45 50 03:00 0 0 0 0 7 3 4 1 0 0 0 0 0 0 15 44 45 04:00 0 0 0 1 4 6 1 3 0 0 0 0 0 0 15 47 49 05:00 0 1 0 1 4 19 13 6 0 0 0 0 0 0 44 45 49 06:00 0 0 0 7 11 21 19 10 2 0 0 0 0 0 70 46 49 07:00 0 0 0 5 13 29 36 12 1 1 0 0 0 0 97 45 49 08:00 0 0 0 6 24 49 53 13 4 0 0 0 0 0 149 45 49 09:00 6 0 10 42 65 61 45 19 2 0 1 0 1 0 252 44 48 10:00 4 1 2 16 39 89 69 15 2 1 1 0 0 0 239 44 48 11:00 8 2 2 23 61 114 54 24 4 2 0 0 2 0 296 44 49 12 PM 2 3 6 22 63 89 52 21 3 0 0 0 0 0 261 44 48 13:00 3 1 4 10 64 78 56 23 6 0 0 0 0 0 245 45 49 14:00 0 0 1 15 39 52 67 16 1 1 1 0 0 0 193 45 48 15:00 3 0 7 20 50 80 58 22 3 1 0 1 0 0 245 45 49 16:00 3 1 1 7 27 72 59 14 1 0 0 0 0 0 185 44 48 17:00 1 1 5 16 43 73 44 15 0 0 0 0 1 0 199 44 47 18:00 1 1 4 10 45 64 65 14 5 0 0 0 0 0 209 45 49 19:00 0 3 0 9 36 81 50 13 1 2 0 0 1 0 196 44 48 20:00 4 0 3 15 46 63 35 8 2 0 0 0 0 0 176 43 46 21:00 0 0 1 8 33 34 38 6 0 1 0 0 0 0 121 44 46 22:00 2 1 1 4 21 36 29 4 2 0 0 0 0 0 100 44 47 23:00 0 0 1 1 11 22 25 9 3 1 0 0 2 0 75 48 54 Total 39 15 48 242 714 1167 890 275 44 10 3 1 7 0 3455 Percent 1.1% 0.4% 1.4% 7.0% 20.7% 33.8% 25.8% 8.0% 1.3% 0.3% 0.1% 0.0% 0.2% 0.0% AM Peak 11:00 11:00 09:00 09:00 09:00 11:00 10:00 11:00 08:00 11:00 09:00 11:00 11:00 Volume 8 2 10 42 65 114 69 24 4 2 1 2 296 PM Peak 20:00 12:00 15:00 12:00 13:00 12:00 14:00 13:00 13:00 19:00 14:00 15:00 23:00 12:00 Volume 4 3 7 22 64 89 67 23 6 2 1 1 2 261 Connecticut Counts Inc. Page 12 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 0829/04 0 0 0 3 9 14 9 6 2 0 0 0 0 0 43 47 50 01:00 0 0 1 3 4 6 5 4 0 0 0 0 0 0 23 47 49 02:00 0 0 0 1 2 0 3 2 1 1 0 0 0 0 10 50 56 03:00 0 0 0 0 1 2 4 2 0 0 0 0 0 0 9 48 50 04:00 0 0 0 3 1 4 6 0 0 0 0 0 0 0 14 44 45 05:00 0 0 0 0 2 9 2 3 0 0 1 0 0 0 17 47 50 06:00 0 0 0 2 4 15 12 8 1 0 0 0 0 0 42 47 50 07:00 0 0 0 3 14 34 37 12 3 1 1 0 0 0 105 46 50 08:00 0 0 1 5 16 29 37 18 4 0 0 0 0 0 110 47 50 09:00 5 0 0 17 37 67 72 28 5 0 1 0 0 0 232 45 49 10:00 4 0 3 26 56 67 61 17 2 2 0 1 0 0 239 44 48 11:00 3 1 3 17 79 96 70 29 0 0 1 0 1 0 300 44 48 12 PM 6 0 5 13 49 102 75 25 2 1 0 0 0 0 278 45 48 13:00 1 0 1 8 41 77 86 23 5 0 0 0 0 0 242 45 49 14:00 5 1 0 12 47 100 85 17 3 1 0 0 1 0 272 44 48 15:00 3 0 0 19 40 109 69 24 3 0 0 0 0 0 267 45 48 16:00 4 0 1 6 36 67 82 22 0 0 1 1 0 0 220 45 48 17:00 7 1 0 8 42 80 77 19 1 1 1 2 0 0 239 45 49 18:00 0 0 3 16 36 71 63 17 7 2 2 0 0 0 217 45 50 19:00 0 1 3 8 35 91 59 14 2 0 0 0 0 0 213 44 47 20:00 4 1 4 7 27 46 42 8 1 0 0 0 0 0 140 44 47 21:00 1 0 2 13 36 29 26 8 2 1 0 0 0 0 118 44 49 22:00 0 0 1 8 12 13 16 13 2 0 0 0 0 0 65 47 50 23:00 0 0 0 2 9 13 9 3 1 0 0 0 0 0 37 44 49 Total 43 5 28 200 635 1141 1007 322 47 10 8 4 2 0 3452 Percent 1.2% 0.1% 0.8% 5.8% 18.4% 33.1% 29.2% 9.3% 1.4% 0.3% 0.2% 0.1% 01% 0 0% AM Peak 09:00 11:00 10:00 10:00 11:00 11:00 09:00 11:00 09:00 10:00 05:00 10:00 11:00 11:00 Volume 5 1 3 26 79 96 72 29 5 2 1 1 1 300 PM Peak 17:00 14:00 12:00 15:00 12:00 15:00 13:00 12:00 18:00 18:00 18:00 17:00 14:00 12:00 Volume 7 1 5 19 49 109 86 25 7 2 2 2 1 278 Connecticut Counts Inc. Page 13 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor, Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/30/04 0 0 0 3 5 6 5 4 0 0 1 0 0 0 24 47 61 01:00 1 0 0 1 5 3 6 0 0 0 0 0 0 0 16 44 45 02:00 0 0 0 1 2 5 2 1 1 0 0 0 0 0 12 46 51 03:00 0 0 0 0 0 3 6 5 0 0 0 0 0 0 14 49 50 04:00 0 0 0 2 12 14 11 5 0 0 0 0 0 0 44 45 48 05:00 0 0 0 4 19 29 36 13 1 0 0 0 0 0 102 45 49 06:00 3 3 7 13 46 118 99 32 3 0 0 0 0 0 324 45 48 07:00 4 3 12 64 100 204 161 42 2 2 1 1 0 0 676 44 48 08:00 5 1 6 30 70 169 123 25 2 0 1 1 1 0 434 44 47 09:00 2 1 2 15 47 103 75 29 6 1 0 0 0 0 281 45 49 10:00 7 3 9 28 67 102 77 20 1 1 1 1 0 0 317 44 48 11:00 5 2 7 25 48 101 59 16 1 0 0 0 0 0 264 44 47 12 PM 5 4 10 31 83 138 68 14 4 1 0 0 2 0 360 43 47 13:00 7 2 12 37 80 110 61 13 0 0 1 0 1 0 324 43 45 14:00 5 0 5 31 91 105 62 13 0 1 0 0 0 0 313 43 45 15:00 3 0 4 26 76 111 60 13 2 0 0 1 0 0 296 43 46 16:00 14 1 8 21 58 94 77 13 2 1 1 3 0 0 293 44 47 17:00 10 1 4 24 77 95 67 12 1 0 0 1 1 0 293 43 46 18:00 3 1 5 25 50 89 65 21 1 0 0 0 1 0 261 44 48 19:00 5 2 0 8 51 79 56 16 0 0 1 0 0 0 218 44 47 20:00 3 0 3 17 56 76 38 8 0 0 0 1 1 0 203 43 45 21:00 1 0 2 9 29 53 29 6 2 0 0 0 0 0 131 43 46 22:00 1 0 0 7 16 33 18 16 3 0 1 0 0 0 95 47 50 23:00 0 0 0 2 11 14 18 3 1 0 0 0 0 0 49 45 49 Total 84 24 96 414 1099 1854 1269 340 33 7 8 9 7 0 5244 Percent 1.6% 0.5% 1.8°/0 7.9% 21.0% 35.4% 24.2% 6.5% 0.6% 0.1% 0.2% 0.2% 0.1% 0.0% AM Peak 10:00 06:00 07:00 07.00 07:00 07:00 07:00 07:00 09:00 07:00 00:00 07:00 08:00 07:00 Volume 7 3 12 54 100 204 151 42 6 2 1 1 1 576 PM Peak 16:00 12:00 13:00 13:00 14:00 12:00 16:00 18:00 12:00 12:00 13:00 16:00 12:00 12:00 Volume 14 4 12 37 91 138 77 21 4 1 1 3 2 360 w■ � w �■ � w w �w w w ■� w �w ■w �■■ w� ■� � � Connecticut Counts Inc. Page 14 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/31/04 0 0 0 0 8 8 10 3 0 0 0 0 0 0 29 45 49 01.00 0 0 1 0 7 3 5 2 0 0 0 0 0 0 18 44 48 02:00 0 0 0 0 2 3 1 1 0 1 0 0 0 0 8 56 56 03:00 0 0 0 0 1 7 7 3 1 0 0 0 0 0 19 47 50 04:00 0 0 0 2 12 20 13 7 0 0 0 0 0 0 54 45 48 05:00 0 0 1 6 21 39 33 12 1 0 0 0 0 0 113 45 48 06:00 3 0 1 14 56 111 112 29 5 0 0 0 1 0 332 45 49 07:00 3 4 16 36 93 210 188 43 4 0 0 2 0 0 599 44 48 08:00 3 4 11 39 73 129 153 43 5 0 2 1 0 0 463 45 49 09:00 5 3 3 19 55 91 61 29 6 0 0 0 1 0 273 45 49 10:00 5 0 3 14 58 100 67 22 2 0 0 2 0 0 273 44 48 11:00 3 1 2 30 75 88 65 12 0 0 0 1 0 0 277 43 45 12 PM 4 6 7 39 77 119 66 16 1 0 1 0 0 0 336 43 46 13:00 9 0 4 33 67 97 83 15 2 1 1 0 1 0 313 44 47 14:00 5 4 4 26 70 119 69 13 0 0 0 0 0 0 310 43 45 16:00 17:00 * * < * « * < * * * * * * * « 19:00 20:00 * * * * * * * * * t * * * * * * < 21:00 < < * * * < * < * * * < < < * < 22:00 23:00 Total 40 22 53 258 675 1144 933 250 27 2 4 6 3 0 3417 Percent 1.2% 0.6% 1.6% 7.6% 19.8% 33.5% 27.3% 7.3% 0.8% 0.1% 0.1% 0.2% 0.1% 0.0% AM Peak 09:00 07:00 07:00 08:00 07:00 07:00 07:00 07:00 09:00 02:00 08:00 07:00 06:00 07:00 Volume 5 4 16 39 93 210 188 43 6 1 2 2 1 599 PM Peak 13:00 12:00 12:00 12:00 12:00 12:00 13:00 12:00 13:00 13:00 12:00 13:00 12:00 Volume 9 6 7 39 77 119 83 16 2 1 1 1 336 Grand 415 130 514 2192 6235 10003 7393 1990 250 65 49 42 38 0 29316 Total Percent 0.4% 1.8% 7.5% 21.3% 34.1% 25.2% 6.8% 0.9% 0.2% 0.2% 0.1% 0.1% 0.0% Statistics 15th Percentile: 31 MPH 50th Percentile: 38 MPH 85th Percentile: 44 MPH 95th Percentile: 48 MPH Statistics Mean Speed(Average): 38 MPH 10 MPH Pace Speed: 36-45 MPH Number in Pace: 17396 Percent in Pace: 59.3% Number of Vehicles>40 MPH: 9830 Percent of Vehicles>40 MPH: 33.5% Connecticut Counts Inc. Page 15 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/25/04 * # * # # * * * * # * * # 01:00 # # # # * # # # # # * # * * # * # 02:00 * # # * # * # # # # # # * * * # 03:00 # * # * # # # # # * * # * # * # 04:00 # * # * * # * # 05:00 * # # * # # # # * * * # # 06:00 # # # * * # # # # # # # # 07:00 # # * * # # * * * * # # # 08:00 * # # * # # # * # # # 09:00 # # * * # * * # # 10:00 10 1 2 40 120 187 126 42 5 4 0 1 1 0 538 44 49 11:00 5 2 8 56 228 173 115 33 6 1 1 2 1 0 631 43 47 12 PM 11 1 17 39 182 263 128 43 4 1 1 0 3 0 693 43 47 13:00 7 3 8 41 217 221 154 33 5 0 1 2 0 0 692 43 46 14:00 17 2 9 74 190 206 111 34 4 0 1 1 0 0 649 43 47 15:00 9 2 9 58 206 253 172 66 5 1 2 3 0 0 786 44 48 16:00 9 0 12 67 353 317 138 27 3 4 1 2 4 0 937 42 45 17:00 19 6 11 78 351 340 151 32 7 3 4 2 2 0 1007 42 45 18:00 10 5 5 61 191 219 165 48 5 3 1 3 1 0 717 44 48 19:00 8 1 6 26 120 195 149 37 4 1 2 1 1 0 551 44 48 20:00 2 3 11 33 115 154 107 29 3 0 0 0 0 0 457 44 47 21:00 5 1 1 13 37 88 96 33 4 2 0 0 0 0 280 45 49 22:00 0 0 1 6 25 44 47 22 4 2 0 0 0 0 151 47 50 23:00 2 0 1 1 14 32 56 15 5 0 0 0 0 0 126 46 50 Total 114 27 101 594 2349 2692 1714 494 64 22 14 17 13 0 8215 Percent 1.4% 0.3% 1.2% 7.2% 28.6% 32.8% 20.9% 6.0% 0.8% 0.3% 0.2% 0.2% 0.2% 0.0% AM Peak 10:00 11:00 11:00 11:00 11:00 10:00 10:00 10:00 11:00 10:00 11:00 11:00 10:00 11:00 Volume 10 2 8 56 228 187 125 42 6 4 1 2 1 631 PM Peak 17:00 17:00 12:00 17:00 16:00 17:00 15:00 15:00 17:00 16:00 17:00 15:00 16:00 17:00 Volume 19 6 17 79 353 340 172 66 7 4 4 3 4 1007 Connecticut Counts Inc. Page 16 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/26/04 0 0 0 0 17 20 17 12 1 1 0 0 0 0 68 47 50 01:00 0 0 0 0 4 9 9 5 0 1 0 0 0 0 28 48 56 02:00 0 0 0 4 1 4 6 3 0 0 0 0 0 0 18 46 49 03:00 0 0 0 4 3 6 6 4 0 0 0 0 0 0 23 47 49 04.00 0 0 1 6 10 24 14 7 1 0 0 0 0 0 63 45 49 05:00 1 0 0 1 27 47 38 17 2 1 0 0 0 0 134 45 49 06:00 5 0 4 19 89 152 125 37 9 1 1 0 0 0 442 45 49 07:00 10 5 16 41 140 230 230 73 10 1 2 1 0 0 759 45 49 08:00 9 5 8 43 132 215 189 40 3 0 3 0 0 0 647 44 47 09:00 7 2 1 21 117 180 149 54 12 2 1 0 1 0 547 45 49 10:00 7 1 5 32 104 169 141 47 8 1 0 0 0 0 515 45 49 11:00 5 0 11 31 180 197 136 37 6 0 2 1 0 0 606 44 48 12 PM 9 1 14 73 217 258 144 35 10 3 2 1 1 0 768 43 48 13:00 8 3 8 43 197 205 176 51 10 1 0 0 0 0 702 44 48 14.00 9 3 9 49 177 208 159 38 6 3 0 1 0 0 662 44 47 15:00 10 3 12 57 235 211 164 33 3 2 1 2 3 0 736 43 47 16:00 11 7 16 89 327 342 131 32 1 3 0 0 2 0 961 41 45 17:00 20 6 16 76 394 286 154 31 3 2 3 3 1 0 995 42 45 18:00 14 4 8 49 185 236 179 62 5 4 3 1 1 0 751 44 49 19:00 9 3 9 28 146 186 137 33 3 1 1 0 0 0 556 44 47 20:00 5 0 0 16 93 155 111 38 4 0 1 1 0 0 424 45 49 21:00 3 1 2 10 73 110 78 30 5 0 0 0 0 0 312 45 49 22:00 0 0 0 9 29 52 66 17 8 0 1 2 0 0 184 45 52 23:00 0 0 0 7 27 44 34 12 3 1 0 0 0 0 128 45 50 Total 142 44 140 708 2924 3546 2593 748 113 28 21 13 9 0 11029 Percent 1.3% 0.4% 1.3% 6.4% 26.5% 32.2% 23.5% 6.8% 1.0% 0.3% 0.2% 0.1% 0.1% 0.0% AM Peak 07:00 07:00 07:00 08:00 11:00 07:00 07:00 07:00 09:00 09:00 08:00 07:00 09:00 07:00 Volume 10 5 16 43 180 230 230 73 12 2 3 1 1 759 PM Peak 17:00 16:00 16:00 16:00 17:00 16:00 18:00 18:00 12:00 18:00 17:00 17:00 15:00 17:00 Volume 20 7 16 89 394 342 179 62 10 4 3 3 3 995 Connecticut Counts Inc. Page 17 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound,Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 0827/04 0 0 1 4 6 27 33 9 0 0 0 0 0 0 80 45 48 01:00 0 0 0 3 10 14 18 4 2 1 0 1 0 0 53 46 53 02:00 0 0 0 3 2 11 6 3 2 0 0 1 0 0 28 49 55 03:00 0 0 0 2 4 5 8 4 0 1 0 0 0 0 24 47 50 04:00 0 0 0 6 8 18 14 7 1 0 0 0 0 0 54 46 49 05:00 0 0 0 6 20 43 36 15 5 0 0 0 0 0 125 46 50 06:00 1 1 4 24 58 125 139 39 11 0 0 0 1 0 403 45 49 07:00 7 5 10 49 161 217 205 68 11 1 2 1 0 0 737 45 49 08:00 10 2 8 27 126 218 177 52 5 1 0 3 1 0 630 45 48 09:00 3 3 2 23 119 164 128 46 10 0 1 1 0 0 500 45 49 10:00 6 2 11 33 118 190 109 59 6 1 0 0 2 0 537 45 49 11:00 10 2 12 37 150 216 173 39 4 1 1 2 1 0 648 44 48 12 PM 14 2 12 55 211 260 171 52 3 1 2 1 2 0 786 44 48 13:00 16 0 2 54 166 238 172 48 9 1 2 1 0 0 709 44 48 14:00 13 3 6 45 194 236 176 60 5 3 0 1 0 0 742 44 48 15:00 15 3 14 60 261 260 167 46 8 1 3 3 1 0 842 44 48 16:00 20 3 26 79 325 278 178 22 5 3 4 0 5 0 948 43 45 17:00 21 6 39 105 393 292 114 25 5 1 5 2 3 0 1011 41 45 18:00 8 0 5 54 180 192 153 29 1 1 2 2 2 0 629 44 47 19:00 3 0 2 18 118 158 114 25 6 1 0 1 0 0 446 44 48 20:00 1 0 0 24 66 85 114 29 4 1 1 0 0 0 325 45 49 21:00 1 2 2 23 59 105 64 15 0 1 0 0 0 0 272 44 46 22:00 0 2 3 15 44 94 66 14 7 2 0 0 0 0 247 44 49 23:00 0 0 0 5 28 48 47 16 4 0 0 1 0 0 149 45 50 Total 149 36 159 754 2827 3494 2582 726 114 22 23 21 18 0 10925 Percent 1.4% 0.3% 1.5% 6.9% 25.9% 32.0% 23.6% 6.6% 1.0% 0.2% 0.2% 0.2% 0.2% 0.0% AM Peak 08:00 07:00 11:00 07:00 07:00 08:00 07:00 07:00 06:00 01:00 07:00 08:00 10:00 07:00 Volume 10 5 12 49 161 218 205 68 11 1 2 3 2 737 PM Peak 17:00 17:00 17:00 17:00 17:00 17:00 16:00 14:00 13:00 14:00 17:00 15:00 16:00 17:00 Volume 21 6 39 105 393 292 178 60 9 3 5 3 5 1011 Connecticut Counts Inc. Page 18 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/28/04 1 0 0 3 16 34 40 7 4 0 1 1 0 0 107 45 52 01:00 2 0 0 3 9 12 12 9 2 0 0 0 0 0 49 48 51 02:00 0 0 0 0 6 13 19 5 4 2 0 0 0 0 49 49 56 03:00 0 1 0 1 9 6 6 4 0 0 0 0 0 0 27 45 49 04:00 0 0 0 5 8 9 5 5 1 0 0 0 0 0 33 46 49 05:00 0 1 0 3 9 23 18 13 0 0 0 0 0 0 67 47 49 06:00 0 0 1 10 20 26 31 17 3 0 1 0 0 0 109 47 50 07:00 0 0 1 8 26 54 66 32 4 1 0 0 0 0 192 47 50 08:00 1 0 2 12 50 84 93 34 9 0 0 1 0 0 286 46 50 09:00 8 0 13 63 116 145 105 39 6 1 1 0 1 0 498 44 48 10:00 9 3 2 25 111 168 160 51 7 3 2 0 1 0 542 45 49 11:00 13 3 5 59 172 237 129 67 6 2 1 0 3 0 687 44 49 12 PM 8 3 7 53 163 169 125 46 4 1 0 1 1 0 671 44 48 13:00 3 1 4 31 137 134 133 66 8 0 2 1 0 0 510 45 49 14:00 3 0 2 21 102 115 137 43 7 1 2 0 0 0 433 45 49 15:00 3 0 7 26 89 171 113 49 8 1 1 2 1 0 471 45 49 16:00 3 1 4 20 82 141 154 42 4 2 0 0 0 0 453 45 48 17:00 2 2 9 28 116 138 120 34 6 1 0 0 1 0 457 44 48 18:00 5 2 5 16 110 122 129 35 9 0 0 0 1 0 434 45 49 19:00 5 3 1 13 78 144 107 36 4 2 0 0 1 0 394 45 49 20:00 5 0 4 22 84 101 79 21 5 0 0 0 1 0 322 44 48 21:00 1 0 1 12 51 73 73 23 2 1 0 1 0 0 238 45 49 22:00 3 1 1 7 34 67 71 21 5 0 1 0 0 0 211 45 49 23:00 2 0 1 4 19 46 53 25 6 2 0 1 2 0 161 48 53 Total 77 21 70 445 1607 2232 1978 704 114 20 12 8 13 0 7301 Percent 1.1% 0.3% 1.0% 6.1% 22.0% 30.6% 27.1% 9.6% 1.6% 0.3% 0.2% 0.1% 0.2% 0.0% AM Peak 11:00 10:00 09:00 09:00 11:00 11:00 10:00 11:00 08:00 10:00 10:00 00:00 11:00 11:00 Volume 13 3 13 63 172 237 160 57 9 3 2 1 3 687 PM Peak 12:00 12:00 17:00 12:00 12:00 15:00 16:00 13:00 18:00 16:00 13:00 15:00 23:00 12:00 Volume 8 3 9 53 153 171 154 56 9 2 2 2 2 571 Connecticut Counts Inc. Page 19 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/29/04 0 0 0 3 23 35 31 15 4 0 1 0 0 0 112 47 50 01:00 0 0 1 3 9 21 14 8 1 0 1 0 0 0 58 46 50 02:00 0 0 0 1 6 6 10 8 2 3 0 0 0 0 36 50 57 03:00 0 0 0 1 3 7 9 6 3 3 0 0 0 0 32 52 57 04:00 0 0 1 3 4 4 8 2 0 0 0 0 0 0 22 45 48 05:00 0 0 0 1 5 14 7 3 1 0 1 0 0 0 32 46 50 06:00 0 0 0 3 15 26 23 15 4 1 0 0 0 0 87 48 52 07:00 0 0 0 4 18 49 62 22 6 1 1 0 0 0 163 47 51 08:00 2 0 1 6 41 81 94 38 9 2 0 1 1 0 276 47 50 09:00 7 0 0 22 78 115 114 69 9 1 1 0 1 0 417 47 50 10:00 9 1 4 37 140 148 144 42 8 2 1 1 1 0 538 45 49 11:00 6 1 3 24 135 150 144 76 5 1 1 0 1 0 546 46 49 12 PM 12 0 5 21 123 186 174 66 8 2 1 1 0 0 599 45 49 13:00 6 0 2 15 92 149 173 59 7 0 2 0 0 0 505 45 49 14:00 7 1 4 19 87 192 158 45 5 1 1 0 1 0 521 45 48 15:00 8 0 1 27 90 177 166 76 10 1 0 0 0 0 556 46 49 16:00 8 0 1 18 93 144 156 67 5 1 2 1 0 0 496 46 49 17:00 12 1 0 21 90 156 165 53 4 1 1 4 0 0 508 45 49 18:00 5 1 3 26 94 161 141 45 10 3 2 1 0 0 492 45 49 19:00 1 1 3 19 88 155 122 35 6 0 0 0 0 0 430 45 48 20:00 5 2 6 17 55 96 105 28 3 0 0 0 0 0 317 45 48 21:00 1 0 2 18 64 82 62 28 5 1 1 0 0 0 264 45 49 22:00 0 1 2 8 23 38 54 24 3 1 0 0 0 0 154 47 50 23:00 0 0 0 3 19 26 28 19 3 0 0 0 0 0 98 47 50 Total 89 9 39 320 1395 2218 2164 848 121 25 17 9 5 0 7259 Percent 1.2% 0.1% 0.5% 4.4% 19.2% 30.6% 29.8% 11.7% 1.7% 0.3% 0.2% 0.1% 0.1% 0.0% AM Peak 10:00 10:00 10:00 10:00 10:00 11:00 10:00 11:00 08:00 02:00 00:00 08:00 08:00 11:00 Volume 9 1 4 37 140 150 144 75 9 3 1 1 1 546 PM Peak 12:00 20:00 20:00 15:00 12:00 14:00 12:00 15:00 15:00 18:00 13:00 17:00 14:00 12:00 Volume 12 2 6 27 123 192 174 76 10 3 2 4 1 599 Connecticut Counts Inc. Page 20 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08MO104 0 0 0 5 11 9 13 6 0 2 1 0 0 0 47 47 58 01:00 1 0 0 1 10 7 10 3 1 0 1 0 0 0 34 46 50 02:00 0 0 0 1 3 7 6 3 1 0 0 0 0 0 21 47 50 03:00 0 0 0 0 2 4 7 5 1 0 0 0 0 0 19 48 50 04:00 0 0 0 3 14 16 13 7 0 0 0 0 0 0 53 45 48 05:00 0 0 0 6 21 38 45 16 2 0 0 0 0 0 128 45 49 06:00 5 3 7 19 69 147 123 54 5 0 0 0 0 0 432 45 49 07:00 11 4 14 67 152 249 202 54 5 3 3 1 0 0 766 44 48 08:00 9 1 10 43 139 232 170 46 10 2 2 1 2 0 667 44 49 09:00 4 1 4 21 102 182 135 57 13 2 0 1 0 0 522 45 50 10:00 8 3 11 37 123 176 143 58 5 1 1 4 0 0 570 45 49 11:00 9 3 8 44 169 210 110 33 2 0 1 2 0 0 581 43 47 12 PM 11 6 13 55 204 269 141 40 7 1 0 1 2 0 750 43 47 13:00 18 3 15 57 177 219 161 33 4 0 1 0 1 0 689 44 46 14:00 10 1 9 55 196 218 152 32 6 3 1 0 1 0 684 44 47 15:00 8 0 8 79 226 267 160 41 3 0 0 2 0 0 794 43 46 16:00 26 1 10 41 267 326 173 40 5 1 2 3 1 0 896 43 46 17:00 22 3 11 88 394 314 154 31 4 2 3 2 3 0 1031 42 45 18:00 12 1 5 47 178 210 170 65 5 1 0 1 5 0 700 45 49 19:00 6 2 1 16 97 189 142 46 2 1 2 0 1 0 505 45 48 20:00 6 0 4 28 86 146 116 30 1 1 0 1 2 0 421 44 48 21:00 1 0 4 15 58 100 61 24 6 2 1 0 0 0 272 45 49 22:00 1 0 2 7 39 66 55 27 4 1 1 0 0 0 203 46 50 23:00 0 0 0 3 20 34 32 14 2 1 0 0 0 0 106 46 50 Total 168 32 136 738 2747 3635 2494 765 94 24 20 19 18 0 10890 Percent 1.5% 0.3% 1.2% 6.8% 25.2% 33.4% 22.9% 7.0% 0.9% 0.2% 0.2% 0.2% 0.2% 0.0% AM Peak 07:00 07:00 07:00 07:00 11:00 07:00 07:00 10:00 09:00 07:00 07:00 10:00 08:00 07:00 Volume 11 4 14 67 159 249 202 58 13 3 3 4 2 765 PM Peak 16:00 12:00 13:00 17:00 17:00 16:00 16:00 18:00 12:00 14:00 17:00 16:00 18:00 17:00 Volume 26 6 15 88 394 326 173 65 7 3 3 3 5 1031 Connecticut Counts Inc. Page 21 Kensington,Connecticut Ellington Road at Podunk Ridge (860) 828-1693 Site Code:442 South Windsor,Connecticut Station ID: Northbound, Southbound Latitude:0.000 Start 0 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 08/31/04 0 0 0 0 13 25 22 9 1 0 1 0 0 0 71 45 49 01:00 0 0 1 1 13 8 10 3 1 0 0 0 0 0 37 44 49 02:00 0 0 0 1 3 5 4 3 0 1 0 0 0 0 17 47 50 03:00 0 0 0 1 4 10 8 4 1 0 0 0 0 0 28 47 50 04:00 0 0 0 4 14 22 17 9 1 0 0 0 0 0 67 45 49 05:00 0 0 1 8 28 45 46 17 1 0 0 0 0 0 146 45 49 06:00 3 0 1 23 78 143 138 42 6 0 0 0 1 0 435 45 49 07:00 8 4 20 41 126 273 230 69 7 3 0 3 1 0 785 45 49 08:00 9 5 13 65 133 200 206 67 7 0 3 1 0 0 709 45 49 09:00 10 3 4 33 112 182 131 62 13 0 0 2 3 0 555 45 50 10:00 8 1 4 24 119 185 130 36 7 0 2 2 1 0 519 44 49 11:00 8 1 4 40 187 195 126 36 6 1 1 1 0 0 606 44 48 12 PM 10 6 9 60 196 263 127 41 3 2 2 0 0 0 718 43 47 13:00 14 0 4 49 148 197 168 48 5 4 2 0 1 0 640 44 48 14:00 15 5 6 46 161 231 160 35 4 2 0 0 0 0 665 44 47 15:00 « « « « « « « « « « « « « « « « « 16:00 « « « « « « « « « « « « « « « « 17:00 « « « « « « « « « « « « « « « « « 18:00 « « « « « « « « « « « « « « « « « 19:00 « « « « « « « « « « « « « « « « « 20:00 « « « « « « « « « « « « « « « « « 21:00 « « « « « « « « « « « « « « « « 22:00 « « « « « « « « « « « « « « « « 23:00 « « « « « « « « « « « « « « « Total 85 25 67 396 1334 1984 1523 481 63 13 11 9. 7 0 5998 Percent 1.4% 0.4% 1.1% 6.6% 22.2% 33.1% 25.4% 8.0% 1.1% 0.2% 0.2% 0.2% 0.1% 0.0% AM Peak 09:00 08:00 07:00 08:00 11:00 07:00 07:00 07:00 09:00 07:00 08:00 07:00 09:00 07:00 Volume 10 5 20 65 187 273 230 69 13 3 3 3 3 785 PM Peak 14:00 12:00 12:00 12:00 12:00 12:00 13:00 13:00 13:00 13:00 12:00 13:00 12:00 Volume 15 6 9 60 195 263 168 48 5 4 2 1 718 Grand 824 194 712 3955 15183 19801 15048 4766 683 154 118 96 83 0 61617 Total Percent 0.3% 1.2% 6.4% 24.6% 32.1% 24.4% 7.7% 1.1% 0.2% 0.2% 0.2% 0.1% 0.0% Statistics 15th Percentile: 32 MPH 50th Percentile: 38 MPH 85th Percentile: 44 MPH 95th Percentile: 48 MPH Statistics Mean Speed(Average): 38 MPH 10 MPH Pace Speed: 31-40 MPH Number in Pace: 34984 Percent in Pace: 56.8% Number of Vehicles>40 MPH: 20955 Percent of Vehicles>40 MPH: 34.0% 1 LICENSE AGREEMENT AND HOLD HARMLESS AGREEMENT 653 rcWa r.y THIS AGREEMENT made this A�J- of Jay, 2006 by and between the TOWN OF SOUTH WINDSOR of 1540 Sullivan Avenue, South Windsor, Connecticut 06074 (hereinafter the "Town") and J.M.J. CONSTRUCTION COMPANY, INC, with its principal office at 658 Ellington Road, in the Town of South Windsor, Connecticut, (hereinafter the "Licensor"). WHEREAS, the Town is or will become the owner of a parcel of property shown on a map entitled: "Church Way", (hereinafter the "Town Parcel"); and WHEREAS, the Licensor is the owner of a parcel of property shown on a map entitled: "Prepared For TEABERRY ESTATES ELLINGTON ROAD SOUTH WINDSOR, CONNECTICUT design professionals, ine. civil engineers . planners / surveyors landscape architects . gis . gps 165 South Satellite Road, South Windsor, Connecticut 06074 PLAN/PROFILE LAVENDER LANE DESIGN: RAM DRAWN: RAM CHECKED: GBS JOB NO.: 1930 DATE:12-15-04 DRAWING NO.: 1930-7-SRD.dwg SHEET 7/10" a/k/a Teaberry Estates Senior Residence Development, which map is on file or will be filed in the South Windsor Town Clerk's Office; and WHEREAS, the Town and Licensor wish to establish various rights and obligations with respect to the accessway portion of the Teaberry Estates parcel as set forth herein; NOW, THEREFORE, in consideration of the mutual promises contained herein, the parties agree as follows: I) The Lessor hereby grants to the Town a license for its agents, employees and contractors to pass and repass by foot, vehicle or equipment over or upon the accessway known as Lavender Lane and such adjacent areas as the Town may find necessary or convenient for the purpose of inspecting or maintaining drainage and sanitary sewer facilities, to provide Town services including rubbish removal and any health or emergency service. 2) No payments are required by either the Town or the Licensor under this Agreement. 3) The license contained herein shall continue for the benefit of and/or burden of Licensor, its successors and assigns which will be the Teaberry Estates Senior Residence Owner's Association as the Owner of the common and limited common elements of the common interest community on Lot #3 and the future owners of the senior residence houses to be constructed thereon. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CCRIV�YA;'.rr TAX i�E� =i';'�-� Doc ID: 000440060003 Type: LAN STATES ---n�O Book 1792 Page 311 - 313 File# 653wCQE WIRG4LITeabei-ly-License.�igreement.doc 1 TOWN CLERK OF S-OJTH VMNDSCR �.J VOL. 17 9 2PAoE 31 4) Either party may terminate this Agreement at any time by giving written notice to the other, specifying the date of termination, such notice to be given not less than 60 days prior to the date specified in such notice for date of termination. 5) The Licensor shall indemnify and hold the Town and its agents, employees and assigns harmless from and against any and all liability from any claim that a Town employee, agent, officer or volunteer participating in any Town service or authorized activity was upon the premises without permission. 6) The Town expressly agrees that it does not and shall not claim at any time any interest or estate of any kind or extent whatsoever in the Adjoining Parcel, by virtue of the rights granted under this License Agreement or use under this Agreement. 7) This Agreement shall constitute the entire Agreement between the parties and any prior understanding or representation of any kind preceding the date of this Agreement shall not be binding upon either parry except to the extent incorporated in this Agreement. 8) Any modification of this Agreement or additional obligation assumed by either party in connection with this agreement shall be binding only if evidenced in writing signed by each party or an authorized representative of each party. 9) Any notice provided for or concerning this Agreement shall be in writing and shall be deemed sufficiently given when sent by certified or registered mail if sent to the respective address of each party as set forth at the beginning of this Agreement. IN WITNESS WHEREOF, each party to this Agreement has caused it to be executed at South Windsor, Connecticut, on the date indicated below. Signed and Delivered in the THE TOWN OF SOUTH WINDSOR Presence of: UJ• Q&ol— ado ra h 1,v, IZ e t Matthew 6a11ig Its Town Manager J.M.J. CONSTRUCTION COM ANY,I Cij � S l By: n A-Ti� e r 1 P .A V3 Y¢� Jean-Marc cqu Its Presid t W.-I REAL_I Teaberry-LicenseAgreement.doc 2 w l y w STATE OF CONNECTICUT ) ) ss. South Windsor COUNTY OF HARTFORD ) Personally Appeared MATTHEW GALLIGAN, Town Manager for The Town of South Windsor, Signer and Sealer of the foregoing Instrument and acknowledged the same to be his free act and deed of said Town, before me. Commissioner of the Superior Court Notary Public My Commission Expires: STATE OF CONNECTICUT ) ss. South Windsor COUNTY OF HARTFORD ) Personally Appeared JEAN-MARC JACQUES, President of J.M.J. CONSTRUCTION COMPANY, INC., Signer and Sealer of the foregoing Instrument and acknowledged the same to be his free act and deed, before me. Commissioner of the Superior Court RECEIVED FOR RECORD. DATE&Z2=CL-TIME M ►�� a go (b&a - JCOWN CLERK, SOUTH W1NgtiOP)C T W I REALI Teaberry-LicenseAgreement.doc 3 MEMORANDUM To: Marcia Banach, Director of Planning FEB 2005 1 Cc: Jeff Folger, Environmental Planner/Conservation Officer From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 1/31/05 RE: App 05-03P, Teaberry Estates SRD I have reviewed the proposed Site Plan for the Teaberry Estates SRD off Ellington Road and I have the following comments: 1. Some driveways are too short. Check that all driveways are at least 20 feet long on both sides from the back of the sidewalk to the garage. 2. The proposed water and sewer services for the units must be at least 10 feet apart. This is not the case for all units and these need to be checked and corrected. (ie:units 3, 7, 10. 11, 22, 23) 3. 1 did not see a foundation drain from the proposed community building. 4. Where are the flow calculations for YD-1 and YID-2, and what is their purpose? Both appear to collect very little water. 5. A swale and a trench drain is needed behind the sidewalk around the proposed cul-de-sac known as Church Way to catch the runoff from this site. 6. The plan shows grading for drainage swales very close to the back of the buildings, and through some patio's. This will be difficult to make work and to maintain. To insure positive drainage away from the back's of the buildings install a perforated pipe in a stone trench that runs between yard drains in the back of the buildings, under a swale. This will collect water and convey it to the yard drains, even if a patio, landscaping, or some other feature obstructs surface water flow. 7. Install another yard drain behind unit 19 to break up the long distance between YID-6 and the high point behind unit 21. 8. The proposed grade up the driveway from the cul-de-sac to this development is 8% which is steep. However, it is short and I suggest this grade be lowered to 6%to match Church Way. 9. All foundation drains should be run into catch basins for access for inspection and maintenance. Check and fix those for units 5, 6, 7, 19 and others as needed. 10. 1 suggest some of the units be lowered, especially unit 12. 11. The grade into the proposed cul-de-sac can be increased to reduce fill. 12. There are 6 driveways proposed in the cul-de-sac. Revise this to no more than 3 as stated in the Public Improvement Specifications so there is room to pile show and to reduce the clutter of mailboxes, trash cans, utilities, etc. 13. Include a stone emergency overflow spillway from the detention basin. 14. Extend the gravel access drive to the detention basin outlet structure. 15. The proposed discharge from the detention basin must be moved to the toe of the slope and include a level spreader so there is no erosion from this discharge. Easements from the property owner(s) must be obtained for this discharge. Show this on the Plot Plan, Topographic Plan and Sediment&Erosion Control Plan. 16. Check the property lines and owners for parcels 48-29 and 35-4 to the east of the proposed development. The information shown on the plans does not agree with the Town Records. 17. The plans show test pit locations but I did not see soils information. This should be on the plans. 18. On the profile, label the pipe size, type and slope between SMH1 and SMH2. Also label Unit 13 and the FF El. 19. The Landscape Plan shows many places where trees and street lights are proposed over top of water, sewer and storm drainage lines. Revise the plans to eliminate these conflicts. 20. Several items in the drainage report need to be checked as listed below. a. The report shows an increase in peak discharge for the 2 year storm from 1 cfs (actually 0.6 cfs)to 1.2 cfs. This increase needs to be eliminated by revising the outlet structure. b. The report includes calculations for a permanent volume of water and extended detention in the proposed detention basin for water quality purposes. However, the topo plan of the detention basin and storage/discharge table in Appendix D does not appear to show/account for the permanent storage volume. c. Check the storm sewer system design as I did not see YD-6 included and it drains a significant area. Also, some of the Al values did not agree with the gutter flow analysis. d. Check the width of flow calculated in the gutter flow analysis and complete the analysis for the two CB's in the low point(sag). One of these may have to be a double CB. 21. Add a note specifying galvanized frames and grates for the catch basins. 22. WPCA review and approval is required for this site. Please call me(x 245)if you have any questions. Appl#05-03P,TEABERRY ESTATES SRD Planning Comments Zoning Data Table • Zone should be listed as RR(SRD is a special exception use in the RR zone) Plot Plan • All driveways must be a minimum of 20 feet between the sidewalk and the garage(it appears several units have less than 20 feet) • All units must be a minimum of 20 feet apart(units 11 & 12 are less) • The 25 foot buffer must be shown on westerly property boundary and landscaped as required. • Easement table needs to be completed(missing date filed,vol/page columns. We understand the remaining two columns will be blank until the easements are filed, prior to filing mylars) Topographic Plan • Can't find pavement width; is it shown? Landscaping Plan • The buffer as proposed does not meet buffer requirements. The existing trees are all deciduous trees. The"typical"buffer cross-section provided is not typical at all—it is taken from the only spot where several evergreens are being added(and not within the buffer area). Please provide cross section of the buffer between actual"typical" units, such as units 4 & 5, or units 22 &23. We also note that the buffer requirement either needs to be met within the actual proposed buffer area(which is protected from the trees being cut down); or the proposed buffer needs to be widened to make room for a buffer that meets the requirements; or an alternative buffer such as a privacy fence needs to be provided. Lighting Plan • Light pole at Community Center does not meet regulations—excess light spill onto abutting Lot 2 • Street lighting: appear to be dark spots in street, and much light spill into front yards. Are the lighting fixtures full cutoff? The spec for the community center lighting appears to show a light bulb in the base of the fixture rather than in the top as generally occurs with full cutoff fixtures. ADRC Comments • Suggest elimination of some of the units to provide for side loaded garages to create \ better design(concerned with the appearance of garages protruding in front of the houses) • Adequacy of the buffer along the southerly property line must be addressed • Sign design must be submitted including colors and lighting. 1 • Additional base colors should be offered(not just one color as suggested) • Recommend using two garage doors on some of the units to break up the look of the garages 2 Mar 02 05 01 : 06p Design Professionals 860-291 -8757 p. l DESIGN PROFESSIONALLS, INC. civil engineers♦planners ♦ surveyors landscape architects ♦gis; ♦ gps Marcia Banach,Director of Planning March 2, 2005 Jeffrey Folger,Environmental Planner Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: Emerald Green and Teaberry Estates Ellington Road/Route 30 South Windsor, Connecticut Dear Marcia&Jeff, On behalf of my client, JMd Construction Co., Inc., and pursuant to the above-referenced applications, I hereby grant to the Planning&Zoning Commission an extension of the time within which to schedule a public hearing not to exceed 35 days, :uid to the Inland Wetlands Agency a similar extension not to exceed 15 days. Please advise if additional extensions are necessary. Respectfully submitted, DESIGN PROFESSIONALS INC. By: Peter(. DeMallie Principal CC: Atherton Ryan, Esq. JMJ Construction Co., Inc. Karen M.Isherwood,P.E. Richard L. Boston,R.L.A. 165 South Satellite Road,South Windsor,Connecticut 06074 Tel:(860)291-8755.Fax:(860)291-8757 Email:dpicivil@aol.cora o� r 7-own ap s•V tdA 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074-2786 ,~�SOR•CON�� AREA CODE 860/644-2511 FAX 860/644-3781 OFFICE OF THE TOWN COUNCIL March 8, 2005 Mr. Matthew B. Galligan, Town Manager Town of South Windsor 1540 Sullivan Avenue South Windsor, Ct. 06074 Dear Mr. Galligan: At its Regular Meeting of March 7, 2005, the South Windsor Town Council approved the following Resolution: BE IT RESOLVED that the South Windsor Town Council hereby sets Monday, April 4, 2005 at 6:30 p.m., in the Council Chambers of the South Windsor Town Hall, 1540 Sullivan Avenue, South Windsor, Connecticut as the time and place for a Public Hearing to receive citizen input on a request for a drainage easement into existing Town Open Space adjacent to "Mill Pond." Respectfully submitted, atricia R. Brown Clerk of the Council cc: -V1 arcia Banach, Director of Planning Ms. Karen Isherwood, Design Professionals Ms. Donna Coro, 46 Goose Nest MEMORANDUM MAR 1 Z005 To: Marcia Banach, Director of Planning Cc: Jeff Folger, Environmental Planner/Conservation Officer From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 3/16/05 O RE: App 05-02P, Emerald Green Subdivision App 05-03P, Teaberry Senior Residence Development App 05-13W—Emerald Green/Teabeny SRD Drainage The proposed drainage plan for the Emerald Green Subdivision and Teabeny Estates SRD off Ellington Road has been reviewed and public works has the following comments about the stormwater drainage system. In reference to the proposed outfall by the Podunk River: 1. The proposed drainage discharge and easement on the west side of Ellington Road is not satisfactory to the Town for several reasons. There is a fence across the easement in two places that blocks access to the drainage structures and outlet. The standard Town drainage easement prohibits fences and other structures from being placed in the easement area. The easement area is too steep to allow maintenance vehicles to access to the drainage structures and outlet from the street. The outlet location will likely cause erosion of the bank and will be subject to siltation and clogging because the discharge is directed upstream and is on the outside comer of a sharp bend in the Podunk River. The drainage outfall is proposed down a steep slope consisting of highly erodable soils as is evident by ground water breaking out at the toe of the slope and several eroded gulleys in the area. The applicant needs to look for a better location for this drainage line and discharge. We suggest an existing eroded gulley to the south of the proposed location. This could be filled and graded to repair the erosion and allow for access for maintenance as part of the pipe installation. 2. There need to be underdrains and outlets designed and built along side of the proposed stormwater discharge line to handle the groundwater and prevent erosion along the drainage line. Construction details need to be included for the outlet rip rap plunge pool/level spreader. 3. The proposed drainage manholes in Ellington Road should be moved to the curb line and changed to catch basins to catch stormwater runoff in the road. There is a long flat area in Ellington Road in this location that often has many large puddles. 4. The drainage analysis included in the latest Stormwater Management Report needs to be clarified. It appears that some of the water currently draining to the eastern part of the site is being routed to the western detention basin which may or may not be beneficial. The discussion refers to the detention basins designed for Unity Church but the current application does not include a connection to the Unity Church basins. These items and possibly others need to be better explained. We have also reviewed the proposed drainage easement on existing Town open space for the Teabeny Estates SRD off Ellington Road and we have the following comments: 5. The easement needs to extend past the end of the pipe to the end of the constructed drainage way. 6. It appears that an easement is needed from the downstream property owner to construct and maintain the drainage channel and or pipe on their property as well as the Town property. 7. The pipe should be extended to the bottom of the slope or further documentation provided that the proposed stone lined channel will not erode or the flow cause erosion. Details are needed for the proposed stone lined channel. 8. The Teabeny Estates SRD homeowners association should establish a fund for future maintenance of this pipe and drainage way. Please call me(x 245)if you have any questions. MEMORANDUM To: Marcia Banach, Director of Planning MAR 2 2005 Cc: Jeff Folger, Environmental Planner/Conservation Officer From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 3/22/05 If RE: App 05-03P, Teabeny Estates SRD I have reviewed the revised Site Plan dated 3/10/05 for the Teaberry Estates SRD off Ellington Road and I have the following comments: 1. The driveway for unit 10 appears to be between 19-20 feet long on the right side from the back of the sidewalk to the garage. Add a note to the plans that all driveways must have at least 20 feet from the back of the sidewalk to the garage. 2. 1 did not see a foundation drain from unit 13, 14 or the community building. 3. Several units are very close to the sidewalk and street. Units 1,2, and 25 are 6-7 feet from the sidewalk. Other units are 12-15 feet from the sidewalk. 4. A swale and a trench drain is needed behind the sidewalk around the proposed cul-de-sac known as Church Way to catch the runoff from this site. 5. The plan shows grading for drainage swales very close to the back of the buildings. This will be difficult to make work and to maintain. To insure positive drainage away from the back's of the buildings install a perforated pipe in a stone trench that runs between yard.drains in the back of the buildings, under a swale. This will collect water and convey it to the yard drains, even if a patio, landscaping, or some other feature obstructs surface water flow. 6. The proposed grade up the driveway from the cul-de-sac to this development is 8% which is steep. However, it is short and I suggest this grade be lowered to 6%to match Church Way. 7. Revise the angular change in grade at sta. 19+75 to a vertical curve. 8. There are 7 driveways proposed in the cul-de-sac. Revise this to no more than 3 as stated in the Public Improvement Specifications so there is room to pile show and to reduce the clutter of mailboxes, trash cans, utilities, etc. 9. Extend the gravel access drive to the detention basin outlet structure. 10. The proposed discharge from the detention basin must be moved to the toe of the slope and include a level spreader so there is no erosion from this discharge. Easements from the property owner(s) must be obtained for this discharge. Show this on the Plot Plan, Topographic Plan and Sediment&Erosion Control Plan. 11. A detail is needed for the proposed rip rap apron/level spreader. i 14, HC ��{ � •.ems. ,;� �, f=�::r _.� _ _ _ .z r / /1 • c f II�A,t [/ L i 12. Check the property lines and owners for parcels 48-29 and 35-4 to the east of the proposed development. The information shown on the plans does not agree with the Town Records. 13. Label the storm drainage pipes and structures on the profile. Include elevations, slopes, sizes, materials, etc. 14. The Landscape Plan shows many places (ie units 3,5,7,9,10,11,14,17,18,21,23,25, community bld)where trees and street lights are proposed over top of water, sewer and storm drainage lines. Revise the plans to eliminate these conflicts. 15. 1 will contact the Engineer with my comments on the revised drainage report. 16. Add a note specifying galvanized frames and grates for the catch basins. 17. WPCA review and approval is required for this site. Please call me(x 245)if you have any questions. (Ail - I x/ 1.7 IA _71 oj -Air- v,� DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors landscape architects ♦ gis ♦ gps March 29, 2005 Marcia Banach, Director of Planning Town of South Windsor ' 1540 Sullivan Avenue South Windsor, CT 06074 BAN ,l,yl;ld 'f RE: Emerald Green and Teaberry Estates Ellington Road/Route 30 South Windsor, Connecticut Dear Marcia, On behalf of my client, JMJ Construction Co., Inc., and pursuant to the above-referenced applications, I hereby grant to the Planning&Zoning Commission a 45-day extension to close the public hearing and render a decision, pursuant to Connecticut General Statutes Section 22a-42a. Thank you. Respectfully submitted, DESIGN PROFESSIONALS INC. 1 By: Peter R. DeMallie Principal CC: Atherton Ryan, Esq. JMJ Construction Co., Inc. Karen M. Isherwood, P.E. Richard L. Boston, R.L.A. 165 South Satellite Road,South Windsor,Connecticut 06074 Tel: (860)291-8755•Fax: (860)291-8757 Email: dpicivil@aol.com WILLUM G. REVELEY & ASSOCI MS, LLC Attorneys at Law II"Hartford Turnpike Atherton B.Ryan,Of Counsel To land, CT 06084 E-mail:AthertonRyan(MY—global.net. Tel:(860)675-3375 Fa i:: (860)875-5099 To South Windsor Planning& Zoning Commission Re Application 05-03P,Teaberry Estates SRD Da-x April 26, 2005 I ci+rtify to the South Windsor Planning & Zoning Commission in connection with the abc've application and that I have been engaged to prepare the Declaration For Teaberry Esl ites Senior Residence Common Interest Community, if approved. I further certify that the attached title page of the Declaration will identify the property as a (;.enior Residence Common Interest Community and that only Article X of the DeAaration details the use and occupancy restrictions and when filed will contain essi:ntially all of the conditions set forth in the attached draft of said Article and in par'icular will contain the limitation as to age contained in Section 10.1 (d). I,,- Atherton .B. Ryan Attorney for JMJ Construction Company, Inc. W.`ISc Windl'eU-Teaherry.doc ARTICLE X Restrictions on Use Alienation and Occu ant Section 10. 1 - Use and Occupancy Restrictions. The following use restrictions apply to all Un:is and to the Common Elements. (a) Each Unit is restricted to residential use, notwithstanding any provision of the Zoning Regulations of the Town of South Windsor permitting other uses. (b) Garages dre restricted to use by the Unit Owners as storage and parking space, and for other-customary accessory uses, subject to the right of reasonable regulations thereof by Rules adopted by the Executed Board. (c) Only licenses automobiles in condition for passage on public highways may be parked on the Common Elements, including Limited Common Elements. (d) Each Unit will be occupied by at least one person who is fifty-five (55)years of age or older, except that a surviving spouse under the age of fifty-five (55) years of age,may continue to occupy a Unit. No permanent occupant of. the Unit shall be under the age of twenty-one (21)years. in the event any restrictions under this subparagraph shall be determined to be contrary to law, such restriction shall automatically be of no further force and effect. (e) The use of Units and Common Elements is subject to the Bylaws and the Rules of the Association. (f) For any period during which any Common Expense assessment remains unpaid or, after Notice and Hearing, for any period not to exceed thirty(30) days, for any infraction of its published Rules, the Executive Board may suspend the right to use Common Elements not necessary to give access to a public street. Section 10.2- Restrictions on Alienation. A Unit may not be conveyed pursuant to a time-!haring plan as defined under Chapter 734b of the Connecticut General Statutes. A Unit,owned by any person other than the Declarant, may not be leased or rented .for a term of less than six (6)months.All leases and rental agreements must be in writing and subject to the requirements of the Instruments and the Association. Section 10.3 Association Right to Exercise Unit Owner's Landlord Ri hts. The ,A,ssot,iation will have the right and power to exercise the landlord's rights of summary process again l any tenant of a Unit Owner,who violates the restrictions of the Instruments,provided the-12i ndlord has received notice, and is given a reasonable opportunity to cure the violation foIlo`l dng such notice. KTI T ITeabei,ty-Declarationl'g]O.doc 1 May 5, 2005 Certified #70020460000197444057 Design Professionals, Inc. Attn: Karen Isherwood 165 South Satellite Road South Windsor, CT 06074 RE: Appl. #05-03P—Teaberry Senior Residence Development, Rural Residential Zone Dear Ms. Isherwood: At the May 4, 2005 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #05-03P—Teaberry Senior Residence Development—658 Ellington Road — Inland Wetland/Conservation Commission —application for regulated activities in connection with the construction of a 25-lot Senior Residence Development(SRD), stormwater system, and associated improvements on property located easterly of Ellington Road and northerly of Quarry Brook Drive. Rural Residential Zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on May 4, 2010. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. Teaberry Senior Residence May 5, 2005 Page 2 6. We recommend a bond in the amount of$30,000 be submitted to the Planning & Zoning Commission to ensure compliance with the erosion and sediment control measures. Very truly yours, Elizabeth A. Warren, Chairperson INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION EAW:dr cc: Chief Building Official MEMORANDUM To: Matthew Galligan,Town Manager Cc: Michael Gantick, P.E., Director of Public Works From: Marcia Banach, Director of Planning g446 Jeffrey B. Doolittle, P.E., Town Engineer Date: 3/10/05 RE: Teabeny Estates SRD Proposed Drainage Easement over Town Property We have reviewed the proposed drainage easement on existing Town open space for the Teabeny Estates SRD off Ellington Road and we have the following comments: 1. The easement needs to extend past the end of the pipe to the end of the constructed drainage way. 2. It appears that an easement is needed from the downstream property owner to construct and maintain the drainage channel and or pipe on their property as well as the Town property. 3. The pipe should be extended to the bottom of the slope. 4. The homeowners association should establish a fund for future maintenance of this pipe and drainage way. Please call us if you have an questions. Y Y DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis gis.gps.landscape architects May 10,2005 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 Attn:Ms.Marcia Banch Director of Planning Re: Teaberry Estates Senior Residence Development,DPI Job No. 1930,Appl#04-58P Dear Marcia, I appreciate the opportunity to meet with you and Jeff Doolittle,P.E.,yesterday to discuss outstanding staff issues regarding this application,more specifically the location of driveways at the end of the private roadway.The comment regarding the number of driveways within a cul-de-sac was originally raised by Jeff Doolittle in his staff review comments.Prior to our meeting,I had modified our plan to reduce the number of units with driveways located within the loop from 7 to 5.Minor modifications to our proposed loop roadway were considered preferable to the possible substitution of a typical paved cul-de-sac found in most other senior residence developments,which would eliminate the grass island that would provide a visual screen for the residents.This letter is to inform you that we are willing and able to modify our plans as requested by you as follows: 1) Driveway aprons-for units 11&12 will touch at roadway(unit 12 will have front load garage) 2) Driveway aprons for units 13& 14 will touch at roadway 3) Decrease the size of the island to allow for greater pavement width(up to 30'if possible) It is my understanding that by providing these changes,we have full staff support regarding the design of the private roadway system and the conformance of this application to all zoning regulations. I also understand the intention of leaving the public hearing open for wetlands information(approval)only.This letter is to put on record all pertinent information/activity that has occurred since our last hearing on April 26th. The application for Emerald Green Subdivision was unanimously approved with the amended condition to - eliminate sidewalks along one side of the proposed roadways,as presented,and provide approximately 850f If of concrete sidewalk along the easterly side of Ellington Road,extending northerly to terminate at the proposed crosswalk to be constructed in front of the Mill on the River restaurant.On May 41`,the Teaberry Estates SRD application received unanimous IWA/CC approval.The agreement for public water connection(Clark property) has been signed by all parties.On Friday,May e,I met with Jeff Doolittle,P.E.and Jeff Folger at the Podunk Ridge Senior Residence Development to determine appropriate drainage stricture locations.On May 9t',an easement map and associated legal description regarding the proposed drainage easement on land owned by Podunk Ridge was provided to the applicant's attorney.An application for WPCA has been submitted.Plans have also been submitted to the Connecticut Department of Transportation for review. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 DESIGN PROFESSIONALS, INC. civil engineers •planners . surveyors • gis gis•gps•landscape architects The Architectural Design Review Committee has reviewed the application and responded positively with regard to the proposed layout of our development.I believe the applicant has addressed all outstanding town staff and/or PZC member comments regarding this application.Thank you again for meeting with us.We are all anxious to have action regarding this application and we look forward to working with you to successfully develop this site. Please feel free to contact me should you have any questions and/or comments. Sincerely,:; Karen sherwoo Projec Manager cc: Planning and Zoning Commission Peter DeMallie Jean Marc Jacques,President,JMJ Construction Atherton Ryan,Esq. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 v r. . D OECK 105 75 q,_ I FF:11 1VSJ 'yY GAR:114.7 �20 . 0W/0: cqQ//S UNIT y , '>> 00 (1592 SF) � 3�9gO6O A� I ?S D O 12 � x BARBED WIRE IN TREE - TYPICAL S x x Pp' �X ?g R-30, R-32' . v � Q / O D �6 99 AV�3-1j0 P�nb Gq'�18.25 7 I� (1399 q »�.05 D �P 7.75 y ,\ P � R116.75 Ni S P SF) OEM (1999 FGp o SOB 4l \ PAS lyg7. 3 S28 9 qC F O� \ fo Q� 10 S\ DRAFT THE INITIAL RULES OF TEABERRY ESTATES OWNER'S ASSOCIATION,INC. Initial capitalized terms are defined in Article I of the Declaration. The following Rules apply to all owners and occupants of Units. ARTICLE I Use of Units Affecting the Common Elements Section 1. 1 - Occupancy Restrictions. All Units are limited to occupancy as a single family residence as provided for in the Declaration. A single family residence is defined as a single housekeeping Unit, operating on a non-profit,non-commercial basis,cooking and eating with a common kitchen and dining area. 1.1.1 Each Unit will be occupied by at least one person who is fifty-five (55) years of age or older, except that a surviving spouse under the age of fifty-five (55) years of age may continue to occupy a Unit. No permanent occupant of the Unit shall be under the age of twenty-one(21) years. In the event any restrictions under this subparagraph shall be determined to be contrary to law, such restriction shall automatically be of no further force and effect. Section 1.2- Use Restrictions. No industry, business, trade or commercial activities shall be conducted,maintained or permitted in any part of a Unit. No signs or window displays shall be maintained or permitted. No Unit shall be used or rented for transient, hotel or motel purposes. Section 1.3 - Leases. No Unit may be leased except by written leases in excess of six months. Each lease will be filed with the Executive Board, and written notice given of commencement and termination of possession. Each lease will incorporate the terms and restrictions of these Rules as a personal obligation of the tenant. Section 1.4-Access by Executive Board. The Executive Board, or its designated agent,may retain a pass key to all Units for use in emergency situations only. No Unit Owner may alter any lock, or install a new lock on any door of any Unit without providing the Executive Board, or its agent, with a key therefor.At the Unit Owner's option, he or she, may require that the key to be enclosed in a sealed envelope with instructions that it shall only be used in emergencies with a report to him, or her, as to each use and the reason therefore. Section 1.5 -Displays Outside of Units. Unit Owners shall not cause.or permit anything other than curtains, conventional draperies, and holiday decorations to be hung, displayed or exposed on the outside of windows without the prior consent of the Executive Board, or such committee established by the Executive Board having jurisdiction over such matter, if any. No Unit Owner, will be allowed to hang, drape or otherwise display laundry on the exterior of any Unit, in the Common Elements, or on Limited Common Elements. Holiday decorations may be installed up to 30 days prior to holiday observance and must be removed within 10 days after the holiday. W:WEALITeaberry-Rules.doc 1 DRAFT Section 1.6 - Modifying Exteriors. No Unit Owner, tenant; or other occupant of a Unit may change the appearance of any exterior wall, door, window,porch, deck, or any other exterior surface of any Unit, the Common Elements or the Limited Common Elements except as provided. Section 1.7.-Appearance. All Unit Owners, tenants, and other occupants of a Unit shall keep and maintain the area in and around their Unit in a clean and neat condition. All porches and decks shall also be kept clean and free of clutter. ARTICLE 11 Use of the Common Elements Section 2.1 -Obstructions. There shall be no obstruction of the Common Elements, nor shall anything be stored outside of Units. Section 2.2-Proper Use. Common Elements shall be used only for the purpose for which they were designed. No person shall interfere with the proper use by others, or commit any nuisances, vandalism,boisterous or improper behavior on the Common Elements which interferes with, or limits, the enjoyment of the Common Elements by others. Section 2.3 -Alterations,Additions or Improvements to the Common Elements. No alterations, additions or improvements may be made to the Common Elements. No articles other than holiday decorations shall be hung on the exterior of any Unit, or exposed, or placed on the outside walls, or doors, of a Unit, or on trees, and no sign, awning, canopy,shutter or antenna shall be affixed to or placed upon the exterior walls or doors, roof or any part thereof,or exposed from, or in, any window except as may be specifically approved by the Executive Board. Section 2.4 - Solicitation. There shall be no solicitation by any person anywhere within the condominium for any cause whatsoever, unless invited by the Unit Owner, tenant, or other occupant to be solicited, or specifically authorized by the Executive Board. Section 2.5 - Climbing. Climbing of any tree or structure is prohibited. Section 2.6 -Digging. No digging, or pulling up of the sod, is permitted,unless allowable under Section 2.3 hereof. Section 2.7 - Supervision of Children. All children are guests and must be supervised by an adult while they are within TEABERRY ESTATES.Their safety is the responsibility of the parent, guardian, and Unit Owner or Occupant whether or not they accompany the child. Section 2.8 -Transformers. All residents and guests should stay away from the pad mounted electrical transformers. If any locks are broken or missing it should be reported to the Connecticut Light&Power Company. W.WEAL I Teaberry-Rules.doc 2 t �U'w Mr Chairman and members of the Planning and Zoning Commission, Please accept my apologies for not being able to attend tonight's meeting, I have been called away on business in Chicago. I would like to rebut several statements made by the landscape consultant hired by Design Professionals: 1. at the April 26t'meeting he stated that the reason the trees in the proposed buffer zone were leaning is that they were seeking light. If you view the pictures I provided the Commission, you will note entire trunks of the trees are leaning, not the branches and that being mature trees, some in excess of 30 feet, they do not have to lean to seek light. 2. additionally,he stated that the piles of leaves will be removed ,this will make the swale at the rear of the properties#79,89,99,109,119 and in the buffer zone even more pronounced and lead to additional instability of the existing trees both in the proposed buffer zone and at the rear of the afore mentioned properties. I also have grave concerns about the plantings in the proposed buffer area. These are: 1. whether they will survive in the wet environment—as stated the ground water is high in this area.. and 2 .because of the topographic slope at the rear of#s 79,89,99,109,and 119 Quarry Brook, whether they(the plantings)will remain stable. I would ask the Commission to extend the bond on the plantings beyond the one(1)year to a five(5)year bond. I am also concerned about the drainage situation as proposed: 1 .the detention basin holding water and becoming a breeding ground for various insects. 2. the drainage areas at the rear of the proposed lots abutting the lots on Quarry Brook Dr.; their ability to move water without, over a period of time, becoming clogged with dirt and debris. I would ask that the Commission consider a bond on the drainage system in its entirety. I thank the Commission for their time and patience. Respectfully ubmitted, Michael Schobinger 89 Quarry Brook Dr _ South Windsor,Ct 06074 May 8, 2005 Appl # 05-03P, Teaberry Estates Senior Residence Development Public Hearing 3-22-05 Planning Dept Report 1. Request for Special Exception and site plan approval to construct a 25-unit Senior Residence Development on 12 acres located on a new lot on the new Town road proposed with the Emerald Green subdivision, south of Unity Church and north of Quarry Brook Drive, RR zone. 2. The subject property is an island of RR zoning, along with Unity Church's property, within an area zoned A-20. There are single family homes on the south and west sides, Town-owned open space on the east side, and Unity Church property plus a little portion of Lakewood DRZ to the north. 3. All proposed units are single-family units. The units would vary in size according to the new formula. The formula requires 30% of the units to be less than 1400 sq ft, not more than 30% of the units to be between 1800 and 2000 sq ft; and the remainder can be between 1400 and 1800 sq ft. The applicant is proposing 8 units at 1399 sq ft, 10 units at 1600 sq ft, and 7 units at 1,999 sq ft. 4. The Special Exception criteria for review of a SRD include: a. traffic impacts will not be detrimental to the residential character of the neighborhood; b. there will be minimal adverse effects on existing uses in the area; c. surrounding property values will be conserved and the character of the neighborhood will not be unduly disrupted; d. impacts will not be detrimental to the capacity of the present and proposed utilities, street, drainage system, sidewalks, and other elements of the infrastructure; e. the land is physically suited to the proposed use and minimal adverse environmental impacts are created; f. the SRD proposal is consistent with the goals and objectives of the Town Plan of Development; g. the SRD proposal will help meet senior housing needs of South Windsor; h. the location of the SRD facility is within reasonable proximity to community facilities or amenities which serve the needs of elderly residents, or is within reasonable proximity to indoor/outdoor activity centers, or is within close proximity to or contains permanent open space land; i. the SRD facility has been designed to meet the needs of handicapped residents or visitors; and j. the architectural design is aesthetically pleasing and low profile. 5. The proposed density is 2.13 units per net buildable acre; maximum 3 units per net buildable acre are allowed. Proposed impervious is 22%; 60% allowed. Required parking is 1.5 spaces per unit, or 38 spaces; the applicant has provided 80 spaces, or 3.2 spaces per unit. All units have 2-car garages. 6. There is a sidewalk shown on both sides of the new street. 7. There are regulated wetlands on this site. This application is pending with IWA/CC. 8. If this application is approved, it will bring the total SRD units approved up to 246. The maximum number of units that the Commission may approve is currently capped at 250. 9. A community building is required since the developer is proposing 25 units; one has been provided near the entrance to the development. IO.Public water and sewer are available to the site. WPCA approval is required. 11.The site is predominantly open, with perimeter deciduous trees. The applicant is showing a 25 foot buffer along all property boundaries. The buffer area currently consists of existing deciduous trees. The applicant is proposing supplementing the deciduous trees with evergreen trees and understory shrubs. We note that all of the supplemental trees along the south boundary are outside of the actual buffer and thus are not subject to any restrictions on future removal. The buffer area itself does not appear to meet the buffer requirements of Section 10.4 because it is primarily deciduous. 12.The proposed storm drainage outlet onto Town-owned open space requires an easement from the Town. The Town Council has set a public hearing for April 4, and then will act on the request at an as-yet unspecified date following the public hearing. 13.The applicantsubmitted a traffic study that indicates that there will'be little impact to the"existing roadway network. There were no,sight line issues nor accident iss es identified in thej traffic report. 14.The Architecture and Design Review Board reviewed the plans on January 20. ADRC's concerns included: • Appearance of garages protruding out in front of the houses. ADRC suggested elimination of some of the units to provide for side loaded garages to create a better design for the project; • Adequacy of the buffer along the southerly property line; • Sign design must be submitted including colors and lighting. • Additional base colors should be offered (not just one color as suggested) ADRC reviewed project modifications on February 17. The applicant provided approximately 10 side loaded garages by introducing shared driveways. Front- facing garages were also modified to have two doors (and single doors on the side loaded garages) Adequacy of the buffer was addressed by supplementing the landscape plan with a variety of evergreens as well as understory plantings. A sign design was submitted—the sign will be 22 V2 sf, placed on a brick wall and lit from the ground. The sign itself will be a cream color with dark green lettering and the brick to be used for its base will match the brick to be used in the patio area and on the chimney. Finally, additional base colors will be offered for units. ADRC was pleased with the modifications. 15.A hold harmless agreement and permission to enter form will need to be provided to the Town to allow the refuse & recycling vehicles to enter the site. If this application is approved, the Planning Dept. requests that the public hearing remain open until the applicant secures the appropriate easement from the Town Council. SOW N Se4 Q Town o-P SotdA VZorz&ot O O 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR•c° TELEPHONE(860) 644-2511 June 17,2005 Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 Attn:Karen Isherwood RE: Teaberry Estates,Ellington Road South Windsor,CT Dear Ms.Isherwood: The South Windsor Water Pollution Control Authority, at its regular meeting of June 7, 2005, gave approval .of, the application as presented for connection to the Town's sewerage system for 25 senior residence units and club house located on Ellington Road, South Windsor, CT; as more specifically shown on plans entitled "Teaberry Estates, Ellington Road, South Windsor, CT" Prepared by Design Professionals, Inc., South Windsor, CT, Job No. 1930, Drawing No. 1930-5-SRD.DWG, Sheet No. 5A/10, Dated 12-15-04, with revisions dates: 2-25-05, 3-10-05, 3-30-05, 4-20-05, 5-13-05; and subject to the following conditions: 1. Technical approval of the Town Engineering Department. -2.. Final Authority approval and acceptance of the.sanitary sewerage connection will be given once the sewer lime has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance.with the design plans approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans.- Very truly yours, JosjhCarino,Chairman Water Pollution Control Authority JC:ead Cc: Michael J.Gantick,Director of Public Works Jeff Doolittle,Town Engineer (/Marcia Banach,Director of Planning Chris Dougan,Chief Building Inspector JMJ Construction Co.,Teaberry Estates R t Revised Special Exception Form I,Timothy H. Wentzell, Chairman of the South Windsor Planning&Zoning Commission,hereby certify that on May 10, 2005, the Planning and Zoning Commission granted to JMJ Construction, Co., Inc., a Special Exception to Article 4.1.12 of the Zoning-Regulations to construct a 25 unit Senior Residences Development " on property located on the easterly side of Ellington Road and northerly of Quarry Brook Drive, RR zone, as shown on plans prepared by Design Professional, Inc., 165 South Satellite Road, South Windsor-, Connecticut. Assessor's Map and Parcel Number: Map#35 Parcel#10 More particularly bounded and described as follows: - SCHEDULE"A" BEING LOT #3 on a map or plan entitled "Resurvey Prepared for_Emerald Green Subdivision Ellington Road South Windsor,Connecticut Sheets 4-A/10 AND 4-B/10 Job No.: 1930 Date: 9-10-04 Drawing No.: 1930-4.DWG Scale 1"=40 ft.Revision 7 design professionals, inc. civil engineers•planners• surveyors•landscape architects gls• gps' 165 South Satellite Road South Windsor,Connecticut 06074"which map or plan is on file or will be filed in the Town Clerk's Office in said town of South Windsor, more particularly bounded and described as follows: BEGINNING at an iron pin set in the northerly line of Church Way which iron pin marks a southeasterly corner of other land of J.M.J. Construction Company, Inc. and a southwesterly corner of Lot#3;thence S.66'23'05"E.along Church Way a distance of 111.83 feet to a monument;thence along the arc of a curve to the left the radius of which is 175.00 feet,delta equals 23' 20'22"a distance of 71.29 feet to a monument;thence S. 890 46' 41"E.a distance of 112.69 feet to a monument;thence continuing along the are of a curve to the right the radius of which is 325.00 feet, delta equals 19' 31' 24" a distance of 110.74 feet to a monument;thence continuing along the arc of a curve to the right the radius of which is 55 feet,delta equals 105'27'28"a distance of 101.23 feet to a monument;thence S. 51°08' 25"E.a distance of 39.78 feet to an iron pin;thence S. 24° 18'33"W.a distance of 237.33 feet to an iron pin in line of land now or formerly of Alan M.and Teresa A.Platteis;thence S.65140' 37"E.a distance of 1323.6 feet to an iron pin;thence N.00°21'24"E.along land of the Town of South Windsor a distance of 361.04 feet to an iron pin;thence N.650 30' 00 W.still along land of South Windsor a distance of 155.68 feet to an iron pin;thence N.02'32'45".E.a distance of 254.27 feet to a point;thence N. 63°41' 53"W. along a 10-foot right-of-way a distance of 252.36 feet to an iron pin; thence S. 50' 34' 58" W. along the land of The Unity Church of Hartford a distance of 274.79 feet to an iron pin;thence N.650 40'43"W.a distance of 272.99 feet to a point; thence N. 650 56' 19" W. a distance of 472.88 feet to a point; thence N.65'59' 19"W.a distance of 291.16 feet to an iron pin at the southeast corner of land now or formerly of Eric R.and Rachel Clark;thence S.230 56'56"W.a distance of 98.88 feet to the iron pin which marks the point and place of beginning.SAID parcel contains 12.1 acres. OWNER OF RECORD: JMJ Construction, Co.,Inc. Dated at South Windsor, Connecticut this 9 day of -1 / 20 0 In accordance with CGS Section 8-3d Timothy H. Wentzell, Chairman Planning&Zoning Commission Received for record this day of , 20_, at South Windsor, Connecticut ATTEST: WILLIAM G. REVELEY & ASSOCIATES, LLC Attorneys at Law 117 Hartford Turnpike Atherton B.Ryan,Of Counsel Tolland,CT 06084 Tel: (860)875-3375 Fax: (860) 875-5099 E-mail: AthertonRyan@sbcglobal.net September 12, 2005 Michelle Lipe, Assistant Planner O TOWN OF SOUTH WINDSOR � 1540 Sullivan Avenue South Windsor, CT 06074 RE: Teaberry Estates Senior Residence Dear Michelle: This confirms the conversation we had in your office on September 71". For your reference I enclose a copy of the Notice of the granting of special exception which has been recorded in the South Windsor Land Records in Volume 1743 at Page 145. 1 reviewed the description contained on Schedule A and it is the description of the two-acre parcel that JMJ acquired from Unity Church. It is appropriate that that description be included but I think it necessary to include also a description of Lot#3 on the Emerald Green Subdivision which is the principal lot upon which the 25 units were approved and will be built. I enclose herewith what I would consider the appropriate description to be included in the Notice. If upon your review you agree,please have a new Notice prepared so that we can have it recorded as a Corrected Notice. Your confirmation of this change would be appreciated. Thank-you for your help. Very truly yours, ATHERTON B. RYAN ABR:mg Enclosure W.Tipe-ltr JMJ.doc Book: 1743 Page: 145 1 of 1 VOL. 1743 145 05160 Timothy H.Wentzell,Chairman of the South Windsor Planning&Zoning Commission,hereby certify that on ay 10, 2005, the Planning and Zoning Commission granted to JMJ Construction, Co., Inc., a Special xception to Article 4.1.12 of the Zoning Regulations to construct a 25 unit Senior Residences Development" n property located on the easterly side of Ellington Road and northerly of Quarry Brook Drive, RR zone, as hown on plans prepared by Design Professional,Inc., 165 South Satellite Road,South Windsor,Connecticut. ssessor's Map and Parcel Number: Map#35 Parcel#10 ore particularly bounded and described as follows: SCHWULE A 1 BEGINMNG at a point which is the northeast comer of the premises herein described which point is 12.09 feet S.Or 32'45"W.ofa brownstone monument which marks the northeast corner of land & of The Unity Chumh of Hartford,a southeast corner of land now or formerly of Lakewood of south wadsor,Inc.and in line of land now or formerly of the Town of South Windsor;thence proceeding S.02e32'45'W.&iongproperty nowor formerly of the Town of south Windsor,a dunce Of254.27 feet to a point in line of land of JMJ Construction Company,Inc.and being a southwesterly corner of land now or fostnml of the Town of South Windsor;thence proceeding N.69"40'09 W.aIo y prose g ng the northerlyline of land now or formed of JMJ Construction Com Inc, a Y pay. distance of 22.58 feet to a point;dbence proceeding N.65.4U'43"W.still along the northerly line of lands now or `. formerly ofJMJ Construction company,loc.,a distance of445.59 feet to a point;thence proceeding N.50'34'58"E.along property now or formerly of The Unity Church of Hartford,a distance of , r 2'74.79 feel to a theacx S.63 41'S3"E-aloe o now or former of The -Point; proceedittl, g property ly , Unity Church of Hartford,a distance of 252.36 feet to the point and place of beginning. BEING the easterly portion of.the promises except for a 10-foot strip along the northerlyline on y :, a map or plan entitled"RESURVEY PREPARED FOR:UNITY CHURCH 919 ELLINGTON ROAD SOUTH W114DSOR,CONNECTIC1JT design professionals,ine.civil eughicers a planners ;- e landscape ary iteets a gis a gps 165 South Satellite Road,South Windsor,Connecticut 06074 JOI3 NO.: 1452 DATE:2-12-2003 SHEET 3/9." SAID parcel cow aitls 97,296 square feet or 2.0 acres. SAID premises ate subject to any and all provisions of any ordinance,municipal regulation,or public or private law. OWNER OF RECORD: JMJ Construction,Co.,Inc. - { ,,t 1 F Dated at South Windsor,Connecticut this 20 06 day ofTv- /Lt!CGU1 , L In accordance with CGS Section 8-3d �i1L��+ 9`/. uJ�;ct,,,�(.e,,,,,� „N � IIIN�11111N�m11lI�I�1N1f1116�1iHW11N� -� �w Timothy H.Wentzell, Chairmfih �ll{��INWIIINIII ' Planning&Zoning Commission Doc I0: 000402110001 Type: LAN `- Book 1743 Page 145 AUGlON 5180 Received for record this day of !^1 5 �005 20_,at `a•¢� >'✓�South Windsor,Connecticut ATTEST• T C,tit�. ' i 311 ',l TEABERRY ESTATES 25 UNITS SENIOR RESIDENCE DEVELOPMENT SCHEDULE "A" BEING LOT #3 on a map or plan entitled "Resurvey Prepared for Emerald Green Subdivision Ellington Road South Windsor, Connecticut Sheets 4-A/10 AND 4-B/10 Job No.: 1930 Date: 9-10-04 Drawing No.: 1930-4.DWG Scale 1" = 40 ft. Revision 7 design professionals, inc. civil engineers • planners • surveyors • landscape architects - gls • gps 165 South Satellite Road South Windsor, Connecticut 06074" which map or plan is on file or will be filed in the Town Clerk's Office in said town of South Windsor, more particularly bounded and described as follows: BEGINNING at an iron pin set in the northerly line of Church Way which iron pin marks a southeasterly corner of other land of J.M.J. Construction Company, Inc. and a southwesterly corner of Lot #3; thence S. 66' 23'05" E. along Church Way a distance of 111.83 feet to a monument; thence along the arc of a curve to the left the radius of which is 175.00 feet, delta equals 23' 20' 22" a distance of 71.29 feet to a monument; thence S. 89' 46' 41" E. a distance of 112.69 feet to a monument; thence continuing along the arc of a curve to the right the radius of which is 325.00 feet, delta equals 19' 31' 24" a distance of 110.74 feet to a monument; thence continuing along the arc of a curve to the right the radius of which is 55 feet, delta equals 105' 27' 28" a distance of 101.23 feet to a monument; thence S. 51' 08' 25" E. a distance of 39.78 feet to an iron pin; thence S. 24' 18' 33" W. a distance of 237.33 feet to an iron pin in line of land now or formerly of Alan M. and Teresa A. Platteis; thence S. 65' 40' 37" E. a distance of 1323.6 feet to an iron pin; thence N. 00' 21' 24" E. along land of the Town of South Windsor a distance of 361.04 feet to an iron pin; thence N. 65' 30' 00" W. still along land of South Windsor a distance of 155.68 feet to an iron pin; thence N. 02' 32' 45" E. a distance of 254.27 feet to a point; thence N. 63' 41' 53" W. along a 10-foot right-of-way a distance of 252.36 feet to an iron pin; thence S. 50' 34' 58" W. along the land of The Unity Church of Hartford a distance of 274.79 feet to an iron pin; thence N. 65' 40' 43" W. a distance of 272.99 feet to a point; thence N. 65' 56' 19" W. a distance of 472.88 feet to a point; thence N. 65' 59' 19" W. a distance of 291.16 feet to an iron pin at the southeast corner of land now or formerly of Eric R. and Rachel Clark; thence S. 23' 56' 56" W. a distance of 98.88 feet to the iron pin which marks the point and place of beginning. SAID parcel contains 12.1 acres. SUBJECT to any and all provisions of any ordinance, municipal regulation or public or private law. W.•IREALUMJ-Teaberry-Schedule A.doc Revised Special Exception Form I, Timothy H. Wentzell, Chairman of the South Windsor Planning&Zoning Commission, hereby certify that on May 10, 2005, the Planning and Zoning Commission granted to JMJ Construction, Co., Inc., a Special Exception to Article 4.1.12 of the Zoning Regulations to construct a 25 unit Senior Residences Development " on property located on the easterly side of Ellington Road and northerly of Quarry Brook Drive, RR zone, as shown on plans prepared by Design Professional, Inc., 165 South Satellite Road, South Windsor, Connecticut. Assessor's Map and Parcel Number: Map#35 Parcel#10 More particularly bounded and described as follows: SCHEDULE"A" I BEING LOT #3 on a map or plan entitled "Resurvey Prepared for Emerald Green Subdivision Ellington Road South Windsor, Connecticut Sheets 4-A/10 AND 4-13/10 Job No.: 1930 Date: 9-10-04 Drawing No.: 1930-4.DWG Scale 1"=40 ft.Revision 7 design professionals, inc. civil engineers • planners • surveyors • landscape architects gls • gps' 165 South Satellite Road South Windsor, Connecticut 06074"which map or I plan is on file or will be filed in the Town Clerk's Office in said town of South Windsor, more particularly bounded and described as follows: BEGINNING at an iron pin set in the northerly line of Church Way which iron pin marks a southeasterly corner of other land of J.M.J. Construction Company, Inc. and a southwesterly corner of Lot#3;thence S. 66'23'05"E.along Church Way a distance of 111.83 feet to a monument;thence along the arc of a curve to the left the radius of which is 175.00 feet,delta equals 23' 20'22"a distance of 71.29 feet to a monument;thence S. 890 46' 41"E.a distance of 112.69 feet to a monument;thence continuing along the arc of a curve to the right the radius of which is 325.00 feet, delta equals 191 31' 24" a distance of 110.74 feet to a monument;thence continuing along the arc of a curve to the right the radius of which is 55 feet,delta equals 105'27'28"a distance of 101.23 feet to a monument;thence S. 51'08' 25"E. a distance of 39.78 feet to an iron pin;thence S. 24' 18' 33"W.a distance of 237.33 feet to an iron pin in line of land now or formerly of Alan M. and Teresa A.Platteis;thence S. 65'40' 37"E.a distance of 1323.6 feet to an iron pin;thence N.00'21'24"E.along land of the Town of South Windsor a distance of 361.04 feet to an iron pin;thence N.65'30' 00"W. still along land of South Windsor a distance of 155.68 feet to an iron pin;thence N.02'32' 45"E.a distance of 254.27 feet to a point;thence N. 63' 41' 53"W. along a 10-foot right-of-way a distance of 252.36 feet to an iron pin; thence S. 500 34' 58" W. along the land of The Unity Church of Hartford a distance of 274.79 feet to an iron pin;thence N.65'40' 43"W.a distance of 272.99 feet to a point; thence N. 65' 56' 19" W. a distance of 472.88 feet to a point; thence N.65'59' 19"W.a distance of 291.16 feet to an iron pin at the southeast corner of land now or formerly of Eric R.and Rachel Clark;thence S.23'56'56"W.a distance of 98.88 feet to the iron pin which marks the point and place of beginning. SAID parcel contains 12.1 acres. OWNER OF RECORD: JMJ Construction, Co., Inc. Dated at South Windsor, Connecticut this day of 920 In accordance with CGS Section 8-3d Timothy H. Wentzell, Chairman Planning&Zoning Commission Received for record this day of , 20_, at South Windsor, Connecticut ATTEST: Aug 01 05 11 : 56a Design Professionals 860-231 -8757 P. 2 AUG-01-05 MON 10:36 AM FAX: PAGE 2 �t AGE FOR PUBLIC Wig 1'ER COIr1N]:'CT1ON +; CLARK.PROPERTY = cat is made by and among.EIUC PUCLARK.an'3 RACHELLE I CI.A-RR, here:iir+tialcctiyeIy"Clank';MTV CHEJTtCH'OF IARTFOIiD,-NC.,herex"Uauity",and J,M S:CgI�STitL7Cl O1�7 CO.,INC..berea0cx"JIv- ii HERE,AS,Cull -0WI s a lWMe property at 9 lwllingtata Pow,South Windsor,CT Which is, ieseritEy served,for domestic war byan on site well;3rad develo bin r laud ad went to the Clark ��.?REAS,Unity land JW are in the procmas of I i• J bbmao ii clf de�tela�prnr�t •••; ;acx 7 aedfxom the ClWkwell;and >I�HftEAS,•tbc parties wish to provide a water'supply to the Clark property which will tod by the-devildpment of the�adjagetit p9cgperlies by pxrbviding the Clark home with a cortt 4eebc' to-ft c public waxer supply available in T 11hVon Rc d from►the Metropolitan District, luscfittc�r�"hdi)C; Ow- Tf'l,El wom,for and in consideration of dw»tuEual.promises and uWastekiugs coup aitiaL•heroin,the paroos agree with caclx other as follows: .!;j. - Cnnstruetion Costs. The parties have obtained esftu tes of the.cost of installation ire is late€al from d.w-existing public waw main in EIRN,tou.Road to connect to the Clark zoei eoa k.whIch iniciudes,all of the ncces=y cxcava6on,Lupo iuullaticn,oovor and xemedil* eir z�spevi 4g as the-case maybe;and all of1ho jdtirM plumbing oa anion necessary to provide .-&bUc*-4 service its tbo agreed amount o£S29,i : 0,jnclucEit4i the benefit assessmW in the ainouxst�tf.$6,200.0U-cltargcd by the Metropolitan District,all puss aaut to an estimate ptnvided 1y Iieacb:�l'Aldcri Tiucking I,nc. 1 Eaglaecti .'C*,ts. The parti1P�,lZ *inuux6d engweering costs tbxough Design Prof assi D zig,�:`L"iazkr and not ta•be,re4oitcihxe'f6r•mry of 6exuWbeeft cost. .13 Auornes'a•Fae.-s. Each party will pay,its own sttom my fees in cotmee4 ion with this .g W ter.: Ulse total estimated cost i0f W3,projeet is'S 19,500.0D fox the CoAtraetor Herb i la den 7iucI&C,Inc.and$976.25 for Desig`F•rofesikwals EnIjkl cring fees. Clark agrees*4 thoy will.:iafitirtte and exectsts such Rug 01 05 11 : 56a Design Professionals 860-291-8757 P. 3 AUG-01-05 MON 10:36 AM FAX: PAGE 3 • ,as may be required by Iv DC to Obtain the water eorureot"'sand appliitio >nrad agioerntsV,Nj insWWOUblic- eaitct iy tE oix act with a c, raattn ta,t o bl to.st=V for uxi supervise the work so as to vihwl-cocv sa tion. Clarlt will be'totally responst from or abtaii i n.c action sarisfadovy to tb ew reoo614Dg that the rc is uto+w�Ltautq of any kind • . . by U�:pty::d�r:3MI•.. . . Each of floc'three patties agree that tb�ey will equally share the epavim&as the case uney bc, acitu�l boas cif cxcavatio ;pipe ixis;ellatiian;Covei and'rescod ur r aied,dl.ia teal ylv bing ariections t>accssmY to 06vide publi��water service and the bene5t ass :scxi - t char the l+�leixopolih+u pistoct to provide thG C larl�property public water, e ged ii cl�s1i�i 'fees,e7tcc that the conttibution Qom Clark shall be no snore than$6,500.00 �i 34th any: ss shared equally between the other twro'patties. 4. 1�1 P. Clark afrec�s that tbey;will incur no cl iat�;es hereunder until Unity hss r e vei }atl eccssary mutttciDat permits to cositimenee sand compleds its church development piuJ�c#a#d:Jl has r+c ceived fitoah non-alVeDbte apps oval of a speraai Permit to develop a cur 1 srdetrt�al Develpoetw on Lot#3 of tmerala Cava Scrbdlvision. such pe,�r?ats:by unity amd jW,Clark will delivei to each of those parties s copy Of the cQA:iaotr%t1t aiich contractors as Clark deems i�ces.�8ry to provide:public water w thr Clark tii»i�a tQ &fl r v+dth cvidenco of MDC apPwyg of the conwadoo. 'Within three(3)days of such deliv4I.,'-boij amd SM3 wiU deliver to Clerk's attorney their r fa.Uve good checks in the disrc�wit f e$ch party'%show. IU parties xecogsrze"thstt the oblipion.to the Clack's is to jointly aiod:soxt y PO.the.actual cost iociu�rcd io provide public waux tc,the Clark home,less the paymcr iy Clack.of S6.500.00 bud that expeascs and charges sibov c the.cost of the cox tra+etor's : mate jma<y•be, ►uxed..Ear panty shall ply the Clerk's attauuel�its share of suds additional Clark. yment '''' s o ese�}tati4n of sri iiuvoice Rot such ehaarges by Any"Gust'wic,tia�utlsircaG •�• €pr . motpaiii3} t6irk fif en('l5)days,after presentation v 0l,aresuo vdSewlt at the rate of ten(10.0%) din a def cult a drt under this �.peg;cacitf:'3f�C1�rk'isrequired•tocontact•an�orneyreBar B b'Y P' Y Qi x iicait,,Clark sbaR be,sxrtWO to receive ftom;thc defaultiall la�Y their costs of a011ection inc(iiclir s;a,reasaria6le attorneys fee.I'M a%c3�6w"ageatt shall be mpowered to pay to the ewerrtca 4;i5Com 4he escivw funds iu accordance with aany psylirsut schedule regtsixed by the cm sci it'as the vwrltpiv$ressts upion-cer"ification hy the coniraesbor a;id Clark that the work "spcsiifi a}t Jbr Gut pbasc of the project bas been completed. payn%eilt from the escrow strap at all tirr'�og tee fin srirh pcKcentape:ttiat Unity is pays 13 of the price;;314T is payim(t 1/3 of the prise atul the 3+iik'AS ale-paying one-third the price up to their limit(if Si5,500.00. In the event dot the :pxice;i Ch that the•aniouht ip as ro v is r3aone th.,i-A lnity's and Jl►4d'3 share each,then any ex ass sbiall be-retursie .to-them'by the escrow agcpt. lf,due ter.this sole fault of the Clack's,the „vr r c�l�iitec�io�a has rsot•btw installed anal completed at the Isla of the date specified in the x aaliaGt ox six months fxtitsitz•tbie date thie.escraw agent receives the funds,then the escrow agent shill riturn the fiords to:the entity whicbi'cc iiUibrited them and the escrow agent aad all of the pzl miieS*Hl.bc released 6f and b ther sespohsibffity related to t tis water coxmection. Aug 01 05 11 : 56a Design Professionals 860-291-8757 p. 4 AUG-01-05 MON 10:-37 AM FAX: PAGE 4 to-dais Agmwent shall i; r..t:sat;pF LiN Y. Psymicat by Uaity pursuaI A on t�provide $t;y c'whiel exist cr�»ca>f its obligati ionttiaiii00-h t'action of�►Y she icla*we►1 supply to become p�iliCii _ tr ratutectian in the event tts-dev 0F� • ttattti or o thezwi rAtouscd rlEmt q tY • : aaon�iot��Xe,of tn� j Clark agrees tote;either im Paxson or by letter to the South >i3' FXS7 --- 1=1 uwe agrn cy as may be wire mcd aad E Cowtumion:and sushi other 1 to their Wi:adsoFlaruoi> e�n�nts to prorvide mfle�aura safo water supP Y air-t ;�'fiilly satisfied'with the8 93 Wl'iTiESS WHEREOF,the parries!Dave set their baand;a and seals Or mused as o�the f ,2005. #fie it slide Mes to affl x d to tbis A�ceets�erxt �dffy o ,� A. Rachelle L.C19rk r:1AiC R. G1ark t)t`IITY¢ tJKi [OF HAV ORD,INC. J.MJ.CONSTRUC M CO..ING iBy Ues sf ,a L Want �'iesidettt 'awt;Board-of T usWes Daly Aut d y Aixthorized • •is • Rug 01 05 09: 14a Design Professionals 860-291 -8757 p. 2 DRAINAGE la e4F.M>aNT KNOW ALL MEN BY TFIESE PRESENTS, that IPODUNK RIDGE CONDOMINIUMASSOCIAITON,INC.,a Connecticut corporation with a principle office at 86 Riverview Drive,South Windsor,Connecticut OC><J74,acting herein by Carol Boles,President, duly authorized, for valuable consideration paid, the receipt whereof is heret-y acknowledged, doers hereby grant and convey to J.MJ.CONS'I'litUC'I')(ON COMPANY.,INC.,a Connecticut corporation with a principle office at 653 Ellington Road in the Town of South Windsor,County of Hartford and State of Connecticut,its successors and assigns forever,and TUE TOWN OF SOUTH WINDS08,a municipal corporation In the State of Connecticut a Drainage Easement over and upon a portion of the Grantor's property being more particularly described as follows: A Permanent Drainage Basement over the northernmost portion of t.a 1'odunk ]ridge Condominium Association, Inc.property shown as"DRAINAGE EASEKIENT IN FAVOR OF THL' TOWN OF SOUTH WINDSOR,, on a map or plan entitled: "PLOT PLAN Resurvey Prepared For EMERALD GREEN SUBDIVISION Ellington Road South Windsor,Connecticut Sheet 4A/10 Design: RAM Drawn.RAM Checked.GBS Job No. 1930 Date:9-10-04 Drawing No.: 1930-4.dwg Graphic Scale 1 inch - 40 ft design professionals, i�c Civil engineers — plar�aers—surveyors- landscape architects— -gps 165 South Satelite Road;.South Windsor, Connecticut 06074, Revisions through#7, 7-11-05 Add Temp Construction'Basement KMi", which map is on file or will be filed coincidently .with this deed in the :aid Town of South Wiridsor Town Clerk's office. Said easement is further boundad and described as follows: BEGINNING at a point on the westerly highway nine of Ellington Road (Connecticut Route 30), said point being 30.63 feet southwest of an iron pin, said pin being the northeast property corner;thence N.46°52'52"W.,a distance of93.42 feet to an iron pin;thence N.57° 40'22"W.,along land now or formerly of Maxwell and Althea McPherson,=a distance of 63,67 feet to a point;thence N. 94'03'23"W.,a distance of 48.61 feet to a poin':;tl'o ence N. 72° IV 16"W.,a distance of 75.07 feet to a point;thence S.640 02,43"W.,a distance of 29.9$feet to a poird;thence S. 721 19' 16"E.,a distance of 146.20 fcet•to a point;thence S. 6451 14'35"E.,a distance of 53.71 feet to appoint;thence S.460 52,52"E.,a distance of 101.59 feet to a point in the-westerly highway line of Ellington Road(Connecticut Route 30),thence!N. 12°42' 05"E. along the westerly highway line of Ellington Road(Connecticut Route 30) a distance of 23.19 feet to the point and place of beginning. The Grantor hereby gives, prantc and conveys unto the Grantees a DRAINAGE EASEMENT which is more particularly described as follows: A pctmanent easement for the purpose of (1) installing, laying and/or maintaining a drainage pipe or drainage appurtenances;.(2)The right to drain surface and subsurface waters from property of).M.J.Construction,We.known as the Emerald Green Subdivision and roads of The Town of South Windsor over,across or through the described easement drainage area by a piped system in accordance with design plans prepared by Design Prufessional.t, inc. and set lb th on plans entitled, "Topographic Plan Sheet 5A/10 Drawing No.: 1930-S.D'JVG Revisions thro,rgh #8 5-12-05 Podunk Easement Pipes KMI and Sedimentation &Erosion Control Plan Sheet 6/10 Drawing No.: 1930-6.dwg Revisions through #8 5-12-05 Podunk Easement/Rev. Pipes KMP' of plans entitled, "Resutvay Prepared-for E'AWRALD GREEN S478DIVISION Ell' gton Road,South Windsor,Connecticut Job No. 1930 Date 9-104M design professionals, Inc., 1.65 South Satellite Road, South Windsor, Connecticut 06074" which plans have been approved by the South Windsor Planning and Zoning CO mission at its mcctina;on April 12, coed;and(3)that following initial construction J.M.T. Construction will restore Vk area to the condition shown on the Plans approved by the Town of South Windsor, (4) in the event that maintenance work requires that the Grantee disturb the described easement drainage area,it will restore said area to the same condition as existed prior to the disturbance its liearly as can reasonably be accomplished;(5)following construction and acceptance of the drainage'system hY The Town of South Windsor, The Town of South Windsor will be reKponsible for all maintenance of the drainage system pursuant to the approval of the plans by the So Planning and Zoning Commission referred to above. nth Windsor DRMA:4C!i 6gS�NT1Ml-PUgrRyK-yD�;R..Rry 7-2{1-OS Aug 01 05 10: 04a Design Professionals 860-291 -8757 p. l ORARY CONST Together with x TEMP RUC ION EASEM.IiNT in fa�ror of 1.NJ.J. Corn:[ruction,Inc.all as shown on said maps fnr the purpose of usial ng the area 0,11 foot,by vehicle alatioll of the and equipment as well as the storage f w nstru t a ea andrwhich Temporary use in the Easem Easement shell drainage system within the permanent terminate upon acceptance of the construction,the drainage'system and reatoxation of both the Terttporary Easement and Permanent Easemcnt areas in accordance with the p1an5 approved J Ma the Town of South Windsor which acceptance shall be evidenced by the rele;asiu;; perOrmanec bond by the Town of South Windsor. e The Grantor reserves for it elf,its successors and assigns the right t u ibrth above. easement area provided the use does not interfere with the described purpoS es set IN WITNESS WHEREOF, PODUNK RIDGE CONDOMM10 ASSOCIATIOUN, INC:..,has caused its hand and seat to be subscribed this day of 200.5. Signed,Sealed and Delivered In Fresenoe of: pODUNK RIDGE CONDOMINIUM ASSOCIATION,INC. Carol soles President,Duly.Authorized G• UO I STNTE OF CONNECTICUT COUNTY OF HARTFORD On this the`���r�n day of + 2005, before. mc., the undersigned officer,personally appeared,CAROL BO Signer and Sealer of the foregoing Instrument, whm>acknowledged that the signing of this document to be h e act andd d and the t and deed of the corporation,before me. In Witness Whereof,I hereunto set my hand and fficial sea Commissioner o rlae upc or Court, Notar}'P blic AAAINACE&4SW NTJMJ-PODUNK RlfNili—Rev 7-20-05 c SOWN Se co Sou. � 9fi � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 `�OSOR•CO TELEPHONE (860) 644-2511 August 11, 2005 Mr. Jean Marc Jacques JMJ Construction 659 Ellington Road South Windsor, CT 06074 I Re: Preconstruction Meeting—Appl#05-03P,Teaberry Estates Dear Mr. Jacques: IN ATTENDANCE Michele Lipe TOSW 1540 Sullivan Ave. 644-251 lx 252 Peter.DeMallie DPI 165 South Satellite Road 291-8755 Karen Isherwood DPI 165 South Satellite Road 291-8755 Denise Mazzoli Cox Communications 804 Parker St.,Manchester CT 452-5041 Jean Marc Jacques JMJ Construction 658 Ellington Road 670-1908 Nancy Jacques JMJ Construction 658 Ellington Road 282-0628 John Holden Herb Holden Trucking 59 Broad Brook Rd,Broad Brook, CT 623-8855 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, Environmental Planner 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 Ellington Road, Calcium chloride or water is to be used for dust control as required. Public Works l. 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 drainage work C. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six(6)inch lifts e. 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. Certification of all products used-- storm pipe, structures,pavement, etc., shall be presented to the Town Engineer prior to installation. 5. Two (2)weeks' notice must be given prior to placing the finish pavement course. This is to allow for inspection and correction measures (if necessary) of the infrastructure,prior to final pavement. 6. Applicant/developer should be aware that the inspection of the infrastructure improvements may result in the replacement of structure tops and/or structures prior to final paving if found to be deficient. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and ------ ---a er su gra e ormatiori. ---- - 9. 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. 10. All pipe and structures to be backfilled 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. 11. Any problems and/or questions regarding construction of this project will be directed to Mike Jacques in the field at phone#670-1908. 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. i 13. Job meetings will be held as needed, and can be called by the developer or Town. 14. Forty-eight-(48)hours' notice needed for certificate of occupancy inspection. 15. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate P g cate with 4 copies of the drawing. Town will q p p attempt to turn around within 24 hours. 16.Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. Y 17. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 18.No paving after October 15 or before April 15 without written approval from Director of Public Works. 19. 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. 20. Inspection of gravel access roads required prior to placement of topsoil. 21. Sanitary lateral locations should be tied down to existing structures and shown on the progress as- builts. 22. For concrete sidewalks, 8"depth with reinforcements is required at driveway crossings. If the sidewalk is constructed before lot development,the locations must be indicated on the as-built plans. If a proposed driveway location is moved, the sidewalk must be removed to the nearest expansion joint and rebuilt to the proper depth with reinforcement. 3—. Ifa concrete monument is located within a-driveway, a cast iron frame and cover m u- s t be provided for town public improvement specifications. 24. 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. 25.During construction for individual house lots, lot to lot drainage must be addressed with drainage swales as necessary. For lawn establishment, town staff will be requiring erosion control measures to be installed prior to the issue of the certificate of occupancy to ensure soil stabilization. A detailed erosion control plan must be implemented and depicted on the plot plan for review prior to the issuance of the building permit—most particularly on lots with extensive grading. 26. A drain layers permit is required for installation of the sewer main and each building lateral. 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. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$30,000 to ensure compliance with erosion& sediment control measures. Erosion&sediment control bonds must be posted prior to commencing any site work. 3. A landscape bond in the amount of$10,000 is required and must be submitted prior to the filing of mylars. 4. The signed agreement between JMJ Construction,the residents of 909 Ellington Road, and Unity Church to hook up the property at 909 Ellington Road to public water must be submitted prior to any construction. 5. The signed drainage agreement between the Podunk Ridge Condominium Association and JMJ Construction must be submitted prior to any construction. 6. A fence must be provided along the westerly side of the detention area. 7. Units 9,10 and 16 to be reversed to remove driveways from cul-de-sac. Pavement width of cul-de-sac to be determined by Town Engineer. 8. Evergreen plantings to be added to cul-de-sac island. 9. Square footage of three season rooms must be included in the allowable unit sizes. The Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. SNET/NU 1. Contact utilities for coordination of utilities connection. 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. 3. Barns, garages, and outbuildings,which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. If an 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, A� Michele R. Lipe,AICP Assistant Director of Planning MRL/rfs cc: Jeffrey Doolittle, Town Engineer Karl eic e, Pu is Works ----------------- Mel Stead,Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET D AUG 2 2005 to w saucy�-v��i��sow�!far;�,� ;�DF.n J.M.J. CONSTRUCTION COMPANY 658 Ellington Road South Windsor, CT 06074 (860) 528-6054 Fax: (860) 528-7889 August 23, 2005 Town of South Windsor 1540 Sullivan Ave South Windsor, CT 06074 W a5-0 3 P IN p 5-62 a Re: Building permits Teaberry Estates & Emerald Green Dear Michele; We are requesting 2 building permits for Teaberry Estates and 1 building permit for Emerald Green and also a permit for the clubhouse at Teaberry Estates. If you have any questions please to do not hesitate to contact us at the above number. Thank you for your cooperation. 01)� Muriel M. Jacqu Vice President Aug 24 05 04: 20p Design Professionals 860-291 -8757 p. 1 DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦:surveyors landscape architects ♦ gis ♦ 1;ps August 24,2005 Marcia Banach,Director of Planning Town of South Windsor 1540 Sullivan Ave South Windsor, CT 06074 DPI Project No. 04-1930 RE: Lakewood Sidewalk Easement Emerald Green Subdivision Ellington Road/Route 30 South Windsor, Connecticut Dear Marcia, JMJ Construction Co.,Inc. is required to install a sidewalk connecting Emerald Green and the Mill on the River along Route 30/Ellington Road,per Ern.erald Green's Planning&Zoning Commission site plan approval.As you are aware,Design Professionals,Inc.and JMJ Construction Co., Inc. have made a good-faith effort to sec.ur.-a sidewalk easement from Lakewood Condominium to JMJ Construction Co.,Inc. for the construction of a concrete sidewalk along Route 30/Ellington Road. This easement vaould be turned over to the Town of South Windsor permanently upon completion of construction of the sidewalk.Russ Hopowiec, member of Lakewood's board of directors,informed Peter D,,-Mallie this morning that this sidewalk easement will not be granted by the Lakewood homeowners. Accordingly,JMJ Construction will install the side w<ak,as approved,within the limited right-of-way along Route 30/Ellington Road. The exact location of the sidewalk will be determined in the field in order to avoid all existing obstac.:les within the right-of-way including, but not limited to: trees,utility poles,signs,mailboxes, etc:.Please contact me with any questions. Thank you. Respectfully submitted, DESIGN PROFESSIONALS INC. Andrea M. Momme Executive Coordinator CC: Jeffrey Doolittle,P.E.,Town Engineer JMJ Construction Co.,Inc. John Holden Peter DeMallie Karen Isherwood, P.E. 165 South Satellite Road,South Windsor,Connecticut 06074 Tel:(860)291-8755•Fax:(860)291-8757 www.designprofessionalsiric.com 10*N Se O70� O-P S-0� V&Uaot v (� 1540 SULLIVAN AVENUE •SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 September 20, 2005 Ms. Muriel Jacques J.M.J. Construction Company 658 Ellington Road South Windsor, CT 06074 Re: Appl#05-03P, Teaberry Estates-Construction of Model Home(s) Appl#05-02P, Emerald Green—Construction of Model Home Dear Ms. Jacques: We are pleased to advise you that the Planning&Zoning Commission voted on September 13,2005 to approve the construction of 2 model homes and the clubhouse for Appl #05-03P,Teaberry Estates Senior Residence Development, subject to the following conditions: 1. All normal building procedures still apply, e.g.,provision of emergency access, building permit procedures, etc. 2. The model homes will not be offered for sale and cannot receive certificate of occupancy until the site bond is posted and final plans are filed in the Town Clerk's office. All normal certificate of occupancy procedures remain in effect. At the same meeting, the Planning and Zoning Commission also voted to deny the request for construction of a model home for Appl#05-02P, Emerald Green Subdivision. Sincerely, Timothy H. �entzell, Chairman Planning and Zoning Chairman THW/rfs cc: Chief Building Official Town Engineer Superintendent of Pollution Control Zoning/Wetlands Enforcement Officer Town of South Windsor Decembe Planning and Zoning Dept ' _ 1540 Sullivan Ave DEC South Windsor, CT 06074 Attention: Michele Liep Dear Ms. Liep, I am writing you this letter to convey to your office the photos I took behind my house that show the damage that was done by JMJ Builders. I had sent you an email on this but apparently your email server would not accept the attachments. I am requesting that you share these photos with the P&Z Commission to show them the extent of the clear cutting that was done. Whether it was caused by a mistake is of no real satisfaction to myself or the other affected homeowners. At this point in time my backyard is a construction site. The view is obviously one that will be there for longer than I want. Where before I would have to view this during the winter months when the foliage was gone, now I will have 50% less foliage to block my views during the summer as well. It is very important to me that the plans being developed to "re-landscape" the buffer zone are carefully reviewed so that I don't have to wait years before the view and privacy of my backyard is restored. As I stated to you before, five foot pine trees spaced 10 feet apart just won't do it. I would appreciate if your office kept me informed as to when this landscape plan is submitted for review and brought before the Commission so that I have the opportunity for comment. Thank you for your assistance and attention to this matter. Very truly yours, Bruce Miller 119 Quarry Brook Drive S. Windsor, CT Page 1 of 1 Bruce Miller From: Bruce Miller Sent: Monday, November 28, 2005 2:20 PM To: 'liep@southwindsor.org' Subject: Bufferzone Dear Ms. Michele Liep, As discussed please find attached photos I took of the area behind my house (119 Quarry Brook Drive) that were severely impacted by the builder. Per the plans submitted and approved by the Town there was to be a 25 foot buffer from my property line that was to remain largely intact. From the photos and witnessed by your own walkthrough the builder took 100% of the trees and vegetation from this area. As stated by you, this infraction would be sent to the PZC for review and action would be taken against the builder to remedy what has been done. At the very least the builder needs to replace the trees with sufficient landscaping to create a buffer that blocks the open view now created by the builder's violation. Please note that five foot pines would not be in my opinion an acceptable option. I would also request that the remediation be done at the earliest stage since my backyard view is now that of a construction site. In addition, I would appreciate if you kept me informed of when a remediation plan is submitted so that I can review it and have the opportunity to provide input when this is discussed by PZC. Finally I want to make sure that the builder ensures that the yard drain at the back of the property is not blocked off and that the builder respects our property line and properly disposes of wood chip piles. Thank you very much for your timely action in coming down and inspecting the situation and the actions you have taken to date. Hopefully the photo attachments come through ok. I will break it down in two to three emails. If not I would happy to drop off a disk. Bruce Miller Senior Project Manager Carlin Contracting 860-443-8337 ext 140 12/6/2005 Low J.M.J. CONSTRUCTION COMPANY DEC 1 5 2005 658 Ellington Road ,, South Windsor, CT 06074 Office: (860) 282-0628 Fax: (860) 528-7889 December 14, 2005 Marcia Banach Town Planner Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Teaberry Estates Abutters Letter Tree Line Betterment Dear Ms. Banach: Attached is a copy of the letter submitted to the following Teaberry Estates property abutters. 59 Quarry Brook Rd (Map 35, Lot 19)—Stephen & Paula Looby 71 Quarry Brook Rd (Map 35, Lot 20)—Alan M. &Teresa Platteis 79 Quarry Brook Rd (Map 35, Lot 21)— Michael C. Seidel Strout 89 Quarry Brook Rd (Map 35, Lot 22)— Michael &Virginia Schobinger 99 Quarry Brook Rd (Map 35, Lot 23)— Michael A. & Rosemary Broad 109 Quarry Brook Rd (Map 35, Lot 24)—Albert K. Bement 119 Quarry Brook Rd (Map 35, Lot 25)— Bruce A. &Janet B. Miller 129 Quarry Brook Rd (Map 35, Lot 26)— Robert A. &Joyce A. Burns 139 Quarry Brook Rd (Map 35, Lot 27)— Robert G. & Karen M. Stoker 149 Quarry Brook Rd (Map 35, Lot 28)— David J. Schell 159 Quarry Brook Rd (Map 35, Lot 29)— David P. Merridy Bilodeau 169 Quarry Brook Rd (Map 35, Lot 30)— Karmela Malone 179 Quarry Brook Rd (Map 35, Lot 31)—William S. & Kathryn L. Perkins 187 Quarry Brook Rd (Map 35, Lot 32)—Benjamin & Debra Carlson If you have any questions concerning the attached letter, please feel free to call me at 860-282-0628. Sincerely, Nancy Jacques Development Manager Attachement—Abutters Letter dated 12-14-05 cc: Design Professionals, Inc. TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Phone No.NEI rz Address Site Name P&Z No. Owner _' �'� �� j ,N Cie. Phone No.ft'm 6610 Contractor =ANn, Signature of Owner Dater Signature of Design 4ngr. Date: CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of C ange. ) Reason for Change: (Why is change required) LE! APPROVALS: (As Required) Dir. Of Planning 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 ♦OwN aft •. 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soe'c°�' TELEPHONE(860) 644-2511 CERTIFIED MAIL May 13, 2005 7004 1160 0002 1059 5603 JMJ Construction 658 Ellington Road South Windsor, CT 06074 Re: App105-03P, Teaberry Estates SRD Dear Mr. Jacques: We are pleased to-advise you that the Planning&Zoning Commission voted on May 10,2005, to approve with modifications the above referenced application for a special exception to Article 4.1.12 and site plan of development for approval of a 25 unit senior residence development, to be known as "Teaberry Estates"on property located on the easterly side of Ellington Road and northerly of Quarry Brook Drive,RR zone, as shown on plans prepared by Design Professionals, Inc., Job No. 1930-1-SRD, dated April 20, 2005, 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. lNo 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$30,000 to ensure compliance with erosion& sediment control measures. Erosion&sediment control bonds must be posted prior to commencing any site work. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the Zoning Regulations. 5. A landscape bond in the amount of$10,000.Js required and must be submitted prior to filing of mylars. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. T. WPCA approval is required. A hold harmless agreement and permission to enter form will need to be provided to the Town to allow the refuse&recycling vehicles to enter the site. 8. The street number(s)must be included on the final plan. 9. The Town Engineer's review comments dated March 22, 2005,must be addressed to the Town Engineer's satisfaction. 10. Concrete sidewalks shall be installed along Ellington Road to the edge of the Mill on the River parking lot. 11. The signed agreement between JMJ Construction, the residents of 909 Ellington Road, and Unity Church to hook up the property at 909 Ellington Road to public water must be submitted prior to any construction. 12. The signed drainage agreement between the Podunk Ridge Condominium Association and JMJ Construction must be submitted prior to any construction. 13. A fence must be provided along the westerly side of the detention area. 14. Units 9, 10, and 16 to be reversed to remove driveways from cul-de-sac. Pavement width of cul-de-sac to be determined by Town Engineer. 15. Evergreen plantings to be added to cul-de-sac island. 16. Square footage of three season rooms must be included in the allowable unit sizes. The attached Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Black and white transparent mylars of Sheet 4A and 4B 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, Timothy . Wentzell, hairman Planning and Zoning Commission THW/kak Enclosure cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Design Professionals, Inc. Michele .ipe- Re-,_Teab!r Tree Removal Page 1 From: Marcia Banach To: Miller, Bruce Date: 12/16/05 8:51 AM Subject: Re: Teaberry Tree Removal Mr. Miller, I received your e-mail this morning. We received a copy of JMJ's letter yesterday; and Michele did receive your letter and photo CD(thank you). Please be assured that we do not let the facts of an issue such as this become obscured by statements of owners/contractors in their attempt to"justify"their actions. We have not seen the proposed restoration plan yet. The Planning and Zoning Commission is ultimately the body that will determine the appropriate buffer restoration plan. We will keep you informed regarding the scheduled PZC meeting date once we receive the proposed restoration plan from JMJ. Happy Holidays, Marcia Banach, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave, South Windsor, CT 06074 860-644-2511 x 253 banach@southwindsor.org www.southwindsor.org >>>"Bruce Miller"<bmillerct@cox.net> 12/14/05 07:35PM >>> Dear Ms. Liep, I am emailing you to see if you received the letter and photo CD I sent you concerning the removal of the trees in the buffer zone behind my property. Please let me know one way or the other. In addition please note that today I received by mail correspondence from Nancy Jacques at JMJ.This letter was cc'd to Marcia Banach so I am assuming that you also will have it in your file. The letter appears to almost attempt to state that the removal of the trees in the buffer zone was some kind of altruistic act. JMJ's description that"the sentiment expressed was that the removed trees would provide less privacy for our neighbors on Quarry Brook"is quite an understatement. Since when does tree removal provide anything? What I would like to confirm from your office is whether JMJ had any right to basically remove any vegetation in the 25 foot buffer zone. If it did, were they obligated to notify the Town of their plans to remove leaning trees or diseased trees? What is being alleged as having taken place(removal of leaning and diseased trees)unfortunately does not bear any resemblance to fact. It should be Michele Lipe Re Teaberry Tree Removal - Page 2 fairly clear from your own observations and the photos I sent you that JMJ simply clear cut the entire buffer zone without any regard to tree condition. This is further confirmed by JMJ's site contractor who basically admitted he had no idea what the buffer zone was or where it was in relation to the property lines. The bottom line at this point in time is that JMJ states that they have developed some type of initial plan for viewing at their office.The plan essentially adds some 60 trees along the property line. Obviously the size, type and density of these planting are of concern to me. In addition it would be fair for me to say that I expect the Town to require, as a guideline, the replacement trees in kind and quantity to what was removed from behind my house. I have made a request to Peter DeMallie for a copy of this plan since I have no opportunity or desire to go to JMJ. This plan will obviously be going to your office for review and further comment by the commission. I hope that I have expressed my position to the Town regarding this matter as succinctly as possible and that your office takes the appropriate actions. Very truly yours, Bruce Miller 119 Quarry Brook Drive S. Windsor CT 06074 CC: Lipe, Michele January 27, 2006 Karen M. Isherwood Design Professionals 165 South Satellite Road South Windsor, CT 06074 Dear Ms. Isherwood: Re: Appl#05-03P,Teaberry Estates Senior Residence Development This is to advise you that the Planning and Zoning Commission voted on January 24, 2006 to set the site bond at$ 523,890. A bond or letter of credit in this amount (or some reduced amount) must be posted prior to the issuance of any certificate of occupancy. Very truly yours, PLANNING &ZONING COMMISSION Patrick Kennedy, Chairman PK/bmm cc: Town Engineer Chief Building Official Zoning/Wetlands Enforcement Officer Memorandum To: Marcia A. Banach, Director of Planning From: Jeffrey Doolittle, P.E. Town Engineer r`try Date: 1/19/06 Re: Teaberry Estates SRD Bonds (05-03P) The Engineering Division recommends that the initial bond amount for the Teaberry Estates SRD be established at $523,890. Please let me know if you need any more information SAENGINEER\DOOLIT\Planning Reviews\2005 apps\TeaberryEstSRDBond.doc TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: ��// r�EJ i CHANGE ORDER CONTACT PERSON �ie � �.tA ooL> Phone No.29f"375.5 Addressl)if L PO. &UYC 11I 7 S (JINOWZ C-0 d7 Site NameTeA&-QO kD P&Z No. Owner -TMJ- S T P-,u f -r/ tJ Phone No. 2- 3 - U jjc4 3 Contractor JM J o tJ.S 7 C%1 Signature of Owner A7-. A Date: `7 t Signature of Design Eng ? I Date: k-! 0( CHANGE: (Describe location a d nature of change. Include Four (4 ) copies of plan/profile of Change. ) 1004C UNIT . v - j RUN-lb Reason for Change: (Why is change required) APPROVALS: (As Required) fl >) Dir. Of Planning }. ,t (; u ? - .� Date: Town Engineer Date: {:, Dir. of Public Work' Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department �♦ . � . �'.I�` its .� � ::R .,� September 11, 2007 Memorandum To: Marcia A. Banach, Director of Planning VW From: Jeffrey Doolittle, P.E. Town Engineer Date: 9/10/07 Re: Teaberry Estates SRD Bonds (05-03P) Design Professionals has requested a reduction in the site bond for the Teaberry Estates SRD. Based on the work completed to date this bond may be reduced to $ 88,400. This bond covers final paving, the remaining sidewalks and some loam & seed, and as-built plans. Please let me know if you need any more information 2 p.N N S fq -�(-)Q 7 70 �s-ate V&U&ot � r o c � 9 � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�OSoe-co TELEPHONE (860) 644-2511 September 13, 2007 Karen Isherwood Design Professionals Inc 425 Sullivan Ave South Windsor CT 06074 Re: Appl#05-03P,Teaberry Estates SRD Dear Ms. Isherwood: This is to advise you that the Planning and Zoning Commission voted on September 11, 2007 to reduce the site bond from$523,890 to $88,400. A bond or letter of credit in this amount must be posted prior to the filing of mylars and issuance of certificate of occupancies. If you have any further questions contact the Planning Department at 644- 2511, ext. 252. Thank you. Very truly yours, PLANNING &ZONING COMMISSION - CA Patrick Kennedy, Chairman PK/mrl cc: Town Engineer COPY V1N Sf4 O O-P S_0� a w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 �J�OSOR•c° TELEPHONE (860) 644 2511 June 30, 2008 Design Professionals Inc. Karen Isherwood 425 Sullivan Ave South Windsor CT 06074 Dear Ms. Isherwood: Re: Expiring Letters of Credits Appl. #05-03, Teaberry Estates The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Teaberry Estates Alliance $30,000.00 8/2/08 Teaberry Estates Alliance $10,000.00 8/2/08 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/ma WN Sf•(o copy o . O-Psou� V&U&Ot C V S A. 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�°sox•co TELEPHONE (860) 644 2511 July 9,2008 Design Professionals Inc. Karen Isherwood 425 Sullivan Ave South Windsor CT 06074 Dear Ms. Isherwood: Re: Expiring Letters of Credits Appl. #05-03,Teaberry Estates The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Teaberry Estates Alliance $88,400 9/24/08 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, __7 Z. iLg� Michele R. Lipe Assistant Director of Planning MRL/ma September 15, 2009 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Mr. Jacques: Re: Appl. 05-02P, Emerald Green E&S bond release Appl. 05-02P, Emerald Green Stormwater bond release This is to advise you that the Planning and Zoning Commission voted on September 8, 2009 to release the bond for the above-referenced project in the amount of$5,000. At that same meeting the commission voted to release the$5,000 Stormwater bond. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. 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/ma cc: Town Engineer 'CO'q N S f q -o� O-Psou� ?d y * F O J c u 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO � TELEPHONE (860) 644-2511 August 18, 2009 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques: Re: Expiring Letters of Credits Appl. # 05-03P, Teaberry Estates The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Teaberry Estates Alliance $10,000 08/11/2009 Teaberry Estates Alliance $88,400 09/20/2009 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/ma 1OW N Sf9 y F TomO-PSou� ?d O w` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 September 15, 2009 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques Re: 05-03P, Teaberry Estates E& S This is to advise you that the Planning and Zoning Commission voted on September 8, 2009 to reduce the E & S bond from$30,000 to $5,000. Please forward an amendment to the bond we are currently holding showing this reduction at your earliest convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly urs, ck Patrick Kennedy, Chairman Planning and Zoning Commission PK/mrl cc: Town Engineer Chief Building Official January 12, 2010 Memorandum To: Marcia A. Banach, Director of Planning From: Jeffrey Doolittle, P.E. Town Engineer Date: 1/12/10 Re: Teaberry Estates SRD Bonds (05-03P) The developer has requested a reduction in the site bond for the Teaberry Estates SRD to the maintenance level. The site work for this project is substantially completed and this bond may be reduced to $ 52,839. Please let me know if you need any more information 3 RECEIVED JMJ Construction Company Inc 658 Ellington Road U010 '� ' i� South Windsor, CT 06074 (860) 282-0628 $9Utn 910{d5+� . INLANOZTL'L NGSAOENCY CONSERVATION COMMISSION December 15,2009 Town of South Windsor Attn: Michele Lipe—Assistant Director of Planning 1540 Sullivan Ave. South Windsor, CT 06074 RE: Teaberry Estate &Emerald Green - Maintenance Bond Dear Mrs. Lipe We are hereby requesting to have our subdivision bonds for Emerald Green& Teaberry Estates be placed on a Maintenance status. The monuments have been installed and the final As- Built have been completed for both sites. Thank you in advance for your assistance with the above issues. Please contact me if you have any further question. Sincerely, Jean-Marc Jacques -/'resident JMJ Construction Co.,Inc Il O c y � w` 7QWn O-P Sot� V&U&ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �if�OsoR coN� TELEPHONE (860) 644 2511 January 15, 2010 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques: Re: Appl. 05-02P, Emerald Green Subdivision bond reduction Appl. 05-03, Teaberry Estates Site bond reduction This is to advise you that the Planning and Zoning Commission voted on January 12, 2010 to reduce the subdivision bond for the above-referenced project in the amount of$49,300 to $36,090. At that same meeting the commission voted to reduce the subdivision bond for Appl. 05-03, Teaberry Estates from $88,400 to $52,839. These are maintenance bonds and will expire on 1/12/11. Please forward an amendment to the bond we are currently holding showing this reduction at your earliest convenience. 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/ma cc: Town Engineer 10WN Se4 Wo� O-P Sou� ?d&U&Ot y � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSox c°"' TELEPHONE (860) 644-2511 May 24, 2010 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques: Re: Expiring Letters of Credits Appl. # 05-03P, Teaberry Estates The Planning and Zoning Commission is holding the following [Letters of Credit]: PROJECTS BANK AMOUNT EXPIRATION TEABERRY ESTATES ALLIANCE $10,000 8/11/10 TEABERRY ESTATES ALLIANCE $88,400 9/20/10 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, u { hi, Michele R. Lipe Assistant Director of Planning MRL/ma �0.NN sfT-ov� 0-le siou� ?d&U&Ot O c 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 4f�OsoR co TELEPHONE (860) 644 2511 June 29, 2010 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques Re: 05-03P, Teaberry Estates SRD This is to advise you that the Planning and Zoning Commission voted on June 22, 2010 to reduce the landscaping bond from $10,000 to $5,000. Please forward an amendment to the bond we are currently holding showing this reduction at your earliest convenience. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, Patr!lick Kennedy, Chairman Planning and Zoning Commission PK/ma cc: Town Engineer Chief Building Official r J.M.J. Construction Co., Inc. _ 658 Ellington Road l��C South Windsor, CT 06074 (860) 282-0628 5 20 1 SOUTt"Wltosr)R PIANNJNG DEP T. February 9, 2011 Town of South Windsor Attn: Mrs. Michele Lipe 1540 Sullivan Ave. South Windsor, CT 06074 RE: Bond Release Teaberry Estates SRD—Landscaping Bond Appl. 05-03P Dear Mrs. Lipe: We are hereby requesting the release of the Landscaping bond Appl. 05-03P in the amount of $ 5000 for the Landscaping at Teaberry Estates, the work has been completed Please feel free to contact me if you have any further questions Sincerely, 6 "JacquesNan J.M.J. Construction Co., Inc. 658 Ellington Road South Windsor, CT 06074 (860) 282-0628 CFE8 SOUTH WINDSo,)q February 9, 2011 D pr Town of South Windsor Attn: Mrs. Michele Lipe 1540 Sullivan Ave. South Windsor, CT 06074 RE: Bond Release Teaberry Estates SRD—Site Bond Appl. 05-090 Dear Mrs. Lipe: We are hereby requesting the release of the Site bond Appl. 05-03 Teaberry Estates, the work has been completed Please feel free to contact me if you have any further questions Sincerely, 4\nc'y Jacques RE��1VED J.M.J. Construction Co., Inc. 1 658 Ellington Road South Windsor, CT 06074 SpUTHWINOSQRPIANNING4 (860) 282-0628 May 8, 2011 Town of South Windsor Attn: Mrs. Michele Lipe 1540 Sullivan Ave. South Windsor, CT 06074 RE: 05-03P Teaberry Estates SRD - landscaping bonds Dear Mrs. Lipe: We are hereby requesting the release of the outstanding landscaping bonds at Teaberry Estates, the work has been completed. Our records indicate the below bonds have not yet been returned to us. Teaberry Estates—Tree planting bond $ 50,000 " Landscaping Bond $ 5,000 " Outstanding Bond $ 5,000 Please feel free to contact me if you have any further questions Sincerely, Nancy Jacques I 10*IN Se O 719v� O-P Saa& V&U&ot a v 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�OSOR.CO TELEPHONE (860) 644-2511 June 15, 2011 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques: Re: Appl. 05-03,Teaberry Estates IWA Appl. 06-18P,Teaberry Estates-Buffer This is to advise you that the Planning and Zoning Commission voted on June 14, 2011 to release the wetlands bond for the above-referenced project in the amount of $5,000. At that same meeting the commission voted to release the$50,000 bond for Appl. 06-18P,Teaberry Estates-Buffer. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. 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/ma cc: Town Engineer SCANNED a'&V pprntd" to 1 ° &//9P „OWN Sf4 C 00 ” r E'J I-a� O-P SV� V&U&ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE(860) 644-2511 July 7,2011 J M J Construction Company Nancy Jacques 658 Ellington Road South Windsor CT 06074 Dear Ms. Jacques: Re: Appl. 05-03,Teaberry Estates Landscaping bond release This is to advise you that the Planning and Zoning Commission voted on June 14, 2011 to the Landscaping bond in the amount of$5,000. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you Very truly yours, PLANNING&ZONING COMMISSION Grit l Patrick Kennedy, Chairman PK/ma cc: Town Engineer 1