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HomeMy WebLinkAbout05-37P Spec Ex/Site Plan of Development TOWN OF SOUTH WINDSOR PLANNING&ZONING COMMISSION APPLICATION FORM Application No: AV 05 31 Q Official Receipt Date: 611 J 105 Receipt No: APPLICANT: Colonial Point Christian Church, Inc. PROJECT NAME Colonial Point Christian Church ADDRESS: 95 Avery Street, Manchester, CT 06040 OWNER OF RECORD ON LAND RECORDS: Barbara C. Murray ADDRESS: c/o James Murray, 160 Chapel Rd, Manchester, CT 06040 COMPLETE LOCATION OF PROPERTY: South Side Chapel Rd, opposite Betty Drive ASSESSOR'S MAP# 8 PARCEL#60 ZONE RR NAME, ADDRESS, TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Galen D Semprebon,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 (Public Hearing required and Certified letter to abutters required) Subdivision/Resubdivision i Open Space Subdivision(Public Hearing Required) r- Subdivision F- Minor r Major F- Resubdivision(Public Hearing Required) F- Minor i- Major 1— Conditional Approval N Special Exception to Article 4. 1 . 8 b (Public Hearing, Certified letter to abutters required FA Site Plan of Development r- General Plan of Development F Earth Ffling(Sec. 15)and/or Earth Removal(Sec. 14- Public Hearing Required) r- Regulation Amendment: f— Zoning F Subdivision (Attach proposed amendment) F Temporary and Conditional Permit for F- Major Home Occupation for F- Other(explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature pplicant Signature of Property Owne ,� o2®t�3-yifL, til.,i Pam, 0,.10 3b re . -..... .. . . .. 2-8' S� ccQ q W) ecu� - � e - lll', u- ,cS111, lac �,�,. - �-�.�C, �,u,�,_ � - , � - �-t. --� ,�.�, � ,tom-- �� �/�- , ,� -- a��,�,r, � Grp a�c� ��a ���✓�� �- �� - � , - l_J ... V71� Ao,� Ake 2-,y 4-� U,5 ov" xc� '121 v _ At� v _ _ a ;v.� - Volume ..55 Pae b _..._._ ... RECEIVED (� h�AY 2005 �. SOUTH WINDSOR PLANNING DEPT, i CERTIFICATE OF DEVISE 10 STATE OF CONNECTICUT ) - I ) PROBATE COURT, TOFTI OF SOUTH WINDSOR k� I'DISTRICT OF EAST WINDSOR) January 15, 1979 I, Helen A. Hilt, Clerk of the Court of Probate for the Dis- i R trict of East Windsor, in said State, and keeper of the seal there- r '?of, do certify that it appears from the records and files of this 1 f t �!Court that ROBERT L. MURRAY died a resident of South Windsor in { " said District on the 23rd day of September, 1976, testate, leaving: i` b i t� a Will which was duly admitted to probate by said Court on the 30th s �*3 day of September, 1976; that on the 30th day of September, 1976, k ° I enter under the Will of said deceased were issued 3y.,��-,-,. . 9 • ! letters testamentary a t � } to Barbara C. Murray, the executrix, named in said Will; that on i I t ( decree as of record will more the 30th day of September, 1976, by {�st ! fully appear, said Court limited and allowed three months there- * i I! after for the presentation of all claims against said deceased to i k the executrix of said estate and directed that public notice of k' II said limitation be given as by statute required; that after the ex r ' AI 01, Y `piration of said three months said executrix filed in Court a ti 1 ,iClosing Statement Under Oath and other returns, which have been i t '_ Ijaccepted by the Court, from which it appears that public notice of, 3 Y�i ; • ! a } 1 I 9 I - 'isuch limitation was given as directed in said order and that all ;w k 1 claims against said deceased presented to said executrix within - n paid, settled or barred by law, � said time limited have either bee Li and that all legacies given by the terms of the Will of said de- - . Ji Ijceased, which have not lapsed, and all succession or inheritance aid and satesf taxes due the State of Connecticut, have been fully p r Iiied. ` d I further certify that under Paragraph THIRD of decedent's $; { I Last Will and Testament there is devised to BARBARA C. MUR.gAY,wifeK, i of the deceased, of the Town of South Windsor, all such right, y 4 ; title and interest as said deceased had at the time of his deceaseV ^F arcels of land located in the in and to nine certain pieces or p i 1 Volmue 255 Pa;e 201 i j in the Town of South Windsor, described as follows: `FIRST PIECE: Situated on North King St. NORTH by land now or formerly of Anna F. Nicholson and A'.askel Construction Co., in part by each; EAST by land now or formerly of the State of Connecticut; SOUTH. by land now or formerly of the State of Connecticut; 4 - WEST by North King Street. '• i - ...3 1: c� 'Being a portion of the Seventh Piece in a Quit-Claim Deed from Mary Daly Murray to Robert L. Murray, recorded in Vol. 36, Pg. 4431 F "- ;; of the South Windsor Land Records. I I .i !'SECOND PIECE: Situated on North King St. - ! I NORTH by land now or formerly of Robert 1. Murray, Jr. and North King St., in part by each; > EAST by North King St.; j? SOUTHEASTERLY by land now or formerly of the State of Connect!-; cut; i f I SOUTH by land now or formerly of the State of Conn.; WEST by land now or formerly of Leon Szymczyk et al and bv ' 1 land now or formerly of Robert L. Murray, Jr. et al: in part by each. , Being a portion of the Sixth Piece in a Quit-Claim Deed from Mary j :Daly Murray to Robert L. Murray recorded in Vol. 36, Pg. 433 of the !:South Windsor i .HIRD PIECE: Situated on Chapel Rd. �. NORTH by the highway, known as Chapel Road; ! EAST by land now or formerly of Henry M. Johnson; v SOUTH by land now or formerly of Henry M. Johnson and by land now 1' or formerly of A. E. Burnham, partly on each; I� TTES. by land now or formerly of A. E. Burnham , + Containin 'Being the First P• n a Warranty Deed from James Murray to Robert i:L. Murray and recorded. in Vol. 37, Pg. 328 of the South Windsor 1•;Land Records. 1`FOL'RTH PIECE: Situated on Burnham St. `- li e H by land now or formerly of Thomas Barry; s PORT _ . i EAST by land now or formerly of Frederick M. Goff and Thomas _, Barry, partly by each; SOUTH by the highway, Burnham St.; ' < WEST by land now or formerly of Frederick M. Goff. i; l 6 !Containing 3 acres, more or less. _ !Being the Second Piece in a Warranty Deed frdm James Murray to :Robert L. Murray, recorded in Vol. 37, P 328 of the South Windso r_ :Robert y 4• 1;Lana Records ` 11FIFTH PIECE: Situated on Main Street and King Street r it NORTH by King Street; i; EAST by land now or formerly of Andrew R. Reardon; : SOUTH by land now or formerly of Albert S. Burnham; and land now �± or formerly of Nicola Modugno; ,' i rvEST by land now or formerly of Nicola Modugno and by Main > Street. Being a portion of Fifth Piece in a Quit-Claim Deed from Mary Daly R .` �1Murray to Robert L. Murray, recorded in Vol. 37, Pg. 328 of the , f 1, jl:South Windsor Land Records. n 0 Extent of Basement ■ Fumm Extent Monument Sign B Monument sign A of BasementCu - Architectural Relief Panel Chapel Rod F771-1 ----------- T L 0 40 URI1`1 41i 11 R, I �7i I ni.;.i I I n C Lt DA!h c 7ROJ---—-- ------ ot- sW-CpCC C Building Sign U 0 0 T a U .0 C 40 .— 3C 0 C V) 0 0 of m' o=i CD CD m d rn i i I f ' I Colonial Point Christian Church//Signage Exhibits °p Monument Sign B Vplainjoe South Windsor, CT n�vo o, � m� m s t u d i o s 0 v? CO M D n� co N N a Colonial Point Christian Church H Signage Exhibits ■ p Monument Sign A Qplainjoe South Windsor, CT noo o� nm m s t u d i o s (�3'10" on" 0 CV i4 N s L �a. 1 Architectural Relief Panel with embosed icon Brushed Metal Finish Channeled Backlighting d t 4, Q I W DATE 7.7.05 C CQDE T10" SW-CPCC ZZ �I .+1 ri OI F O F- S U 6A r C 0 C C A 0 C to O O U Total Signage Area:50 sq.ft. 50' N SINE' o C - Stand off Aluminum Channel Lettering Brushed Metal Finish 3 Channeled Backlighting ^ 16'8" �.i N .��� .� ,a,�. '� ',"'u,� t ;r�v;t: Y '� �,5. ;i,.•.�r t�. i.°.�•;rot��k�i x,�,.. np����S,.�•�. ��? l �.,.;�t �W a,�,�Y t �.�Y�;;'�1^a'�"';- 4 3 y, tl m .... fe" C �3 CG r U1 DATE y 7.7.05 IV PROJECT C CODE 4 SW-cpcc N, L ;5 U c a c C,.. .. U .yyam .1 3 d � c U Sound Study Colonial Point Christian Church South Windsor, Connecticut The following report was prepared to address questions raised at the Planning and Zoning hearing regarding sound levels in the vicinity of the site, and projected impacts due to the development on the site. The intent of the study is to verify the existing noise levels along the frontage of the neighbors directly across the street from the site due to noise from the 1-291 highway. A Sper Scientific sound meter 840005 was used for the study. This meter allows for measurement of sound in decibels with 2 ranges, a high range from 80-120 decibels, and a low range from 40-80 decibels. The meter also has a battery check function to insure that the batteries in the unit are ok, and a calibration check. Sound readings were taken in 7 locations along the existing sidewalk on the north side of Chapel Road on June 30, 2005 from approximately 1:30 P.M. to 2:15 P.M. The locations sampled included locations where the 1-291 highway traffic was directly visible, and locations where it was obscured by vegetation including the dense existing forest. The readings were taken during periods when there were no vehicles traveling along Chapel Road in the vicinity. The readings pertain to the periods when the highway noise was the predomin t- ise-source. A number of observations were made during th noise Ivey: 1. All seven locations are approximately the same distance from the highway (approximately 450' from the edge of the westbound lane). 2. Vehicles traveling along Chapel road are the predominant noise source during-the periods when the vehicles are in the vicinity of the neighborhood. In particular, for the western most location of the survey, vehicles such as modified cars,pick- up trucks, and delivery trucks starting from as far away as the intersection of Long Hill Road and Chapel Road had a greater impact on the sound level than the 1-291 highway. 3. Vehicles traveling along Chapel road typically exceed 80 decibels. This includes trucks and most types of automobiles traveling into and out of the neighborhood. The noise readings taken at the seven locations during the periods when the highway is the predominant noise source, and is as follows: T Range of Location Reading (db) A 52-58 B 50-58 C 52-58 D 52-b0 E 52-58 F 50-59 G 53-59 As can be seen from the readings taken,the decibel readings taken did not vary significantly from location to location. There was no discernable impact on the noise levels along the sidewalk across from the site due to the existing vegetation on the site. 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Request for a special exception to article 4.1.8.b and site plan approval for the construction of a church and associated buildings for property located on the southerly side of Chapel Road, across from Betty Drive, RR/RRO zone. The applicant has applied the criteria for a RR zone, as churches are permitted by special exception in that zone. 2. The site size is 7.4 acres. The project is being proposed in two phases. Phase I includes 5,600 sf worship hall 4,200 sf of classrooms, 2,400 sf lobby area and a 2,400 sf open air chapel and associated parking areas and a large multi-purpose fields and trail$ along the perimeter of the property. Phase II includes expansion of the worship hall, classrooms and addition of a covered bridge as a "drop-off' entry and patio expansion. (Exact sizes have not been included). 3. Maximum impervious coverage allowed is 50%; 48.7% shown for full build out. Proposed building height is 30 feet; 30 feet allowed. Frontage is 1,064 ft; minimum allowed is 175. Front yard setback is 50.3 feet, 50 feet allowed. 4. This Special Exception use can be approved by the Commission only when the Commission has determined that: ♦ Traffic impacts will not be detrimental to the residential character of the neighborhood; ♦ There will be minimal adverse effects on existing uses in the area; ♦ Surrounding property values will be conserved and the character of the neighborhood will not be unduly disrupted; ♦ Impacts will not be detrimental to the capacity of present and proposed utilities, streets, drainage systems, sidewalks, and other infrastructure; ♦ The land is physically suited to the proposed use and minimal adverse environmental impacts are created; and, ♦ Due consideration to preservation of historic factors has been demonstrated. The Special Exception regulation also allows the Commission to impose additional conditions on the application. 5. The parking requirement for places of worship is based on the number of seats being provided. Phase 1 will accommodate 250 seats requiring 84 spaces; 41A 13� spaces have been provided. Phasq will bring the seat count up to 500 seats requiring 167 spaces; 199 are shoe�.`a, � . l 6. The applicant has provided a traffic study. Chapel Road is a collector road and carries in excess of 2,600 cars on a daily basis. This study did an actual count Sunday traffic and counted approximately 1,600 with a Sunday peak volume of cars. Two driveway entrances are proposed at opposite ends of the site. The proposed speed limit is 35 mph; however the 85th percentile is 50 mph. Site distances looking east and west exceed required distances. 7. The traffic analysis was based on a full-build scenario of 500 seats. It is estimated that a total of 315 trips would be generated to and from the site during Sunday morning peak (164 entering and 151 exiting). The report concludes that this additional traffic during a low traffic usage time would be easily accommodated by the existing road network. 8. Architectural and Design Review Committee reviewed the plans on June 16. The committee had no concerns with the proposed architecture, landscaping and lighting. However, they did request the applicant return to the Committee with samples of the materials and colors that would be used as well as the final sign designs. They are scheduled to return to the committee on July 7th 9. The lighting plan calls for 36 lights with 15 foot high poles, with full cutoff fixtures. The average lighting level throughout the parking area is 2.2 fc. The applicant had indicated that not all lights would remain lit when there are no evening activities. They are also proposing some bollard lighting along the interior walkways that lead to the parking areas. 1 O.The applicant has shown screening trees along the easterly boundary to screen the residential property and a variety of planting along the westerly boundary evergreen plantings along the easterly boundary. There is no required buffer per our regulation. I l.There are also provision for a multi- os ie sbOQX on t aster en �of e i ' get re uced as phase II g s in to onstru n. 12.Signage allowances for this type of use include a building sign and two free standing sign; one primary sign up to 32 sf and a secondary sign of 16 sf. The applicant is proposing to display a building sign on the rear of the building facing out to I-291. Colored design of the signs have been submitted (handouts). 13.There are no regulated wetlands on the property, however the applicant is an existing detention basin adjacent to I-291 that has become a regulated wetlands. The application is currently pending with the IWA/CC and will be on the July 6th agenda. 14.There is public water and sewer available to the site. Water Pollution Control Authority approval is required. 15.There is a dumpsters shown on a concrete pad and screened on the side of the existing worship hall. 16.If this application is approved, there are no other planning modifications requested. rL jj LOWev 41 i� r . � _ sY44 � p FI " � RECEIVED D" & HALLIDAY, INC. ' J U 11 1 7��ar Street, Hartford, Connecticut 06106 Tel. (860)247-7200 SOUTH WINDSOR PLANNING DEPT. Fax(860)247-7206 MEMORANDUM To: Pastor David Johnson Project: Colonial Point Christian Church, South Windsor, CT From: Susan VanBenschoten,PE Date: June 3, 2005 Subject: Traffic Impact Assessment At your request, FIR has conducted a traffic study for the proposed house of worship in South Windsor, Connecticut. The purpose of the study is to provide a professional assessment of the anticipated trip generation, parking needs, and traffic impacts to the surrounding roadway network. Site Environs and Access The site is located on the south side of Chapel Road in South Windsor. Chapel Road is a two- lane collector road which runs east-west from Route 5 (John Fitch Boulevard) to Clark Street at the Manchester town boundary. Further to the east, Chapel Road connects with I-291. The intersection of Chapel Road and Long Hill Road, another local two-lane collector road, is about 0.4-mile west of the site driveway. This is an all-way stop-controlled intersection. Approximately 0.9-mile to the west of the site driveway, Chapel Road intersects with Ellington Road. This is a signal-controlled intersection. At this location, Ellington Road, a north-south major arterial roadway, is also designated as Route 30. Based on available 2000 data from the Connecticut Department of Transportation (ConnDOT), this location has an average daily volume of 2,900 vehicles at a location on Chapel Road east of Ellington Road, 5,300 vehicles west of Ellington Road, and 6,800 vehicles on Ellington Road north of Chapel Road. Based on year 2000 traffic volume data from ConnDOT, Chapel Road had an average daily traffic volume of 2,600 vehicles at a location east of Long Hill Road. A traffic volume count conducted in April 2005 on Chapel Road between Gail Lane and Betty Drive showed an all-day Sunday volume of about 1,600 vehicles, with a Sunday peak hour volume of 157 vehicles. Two access driveways are proposed for the site, connected by an internal roadway. The west site driveway is located on the west end of the site, about 800 feet west of Betty Drive. The east site driveway is located on the east end of the site, about 800 feet east of Betty Drive. Along the site frontage, Chapel Road is level and has a pavement width of approximately 30 feet. The speed limit is 35 miles per hour in both directions. Travel speeds typically exceed the speed limit, with the 85 h percentile speed equaling about 50 miles per hour. The minimum desired sight distance Planning Consultants for this travel speed is 555 feet as recommended by ConnDOT. Because of the straight and level alignment of Chapel Road in this area, sight distances in both directions from the proposed site driveways well exceed this minimum distance. Trip Generation The proposed church facility will be constructed in two phases. After the first phase of construction, the sanctuary will contain 250 seats. After the final phase of construction, the sanctuary will contain a total of 500 seats. Including auxiliary buildings, the overall size of the facility following the final phase of construction will be about 12,000 square feet. The number of vehicle trips expected during the Sunday morning peak hour was estimated using the methodology outlined in the Institute of Transportation Engineers reference, Trip Generation, 7t` edition. Trips per seat is the basis for trip generation calculation. Based on the size of the facility following the final phase of construction, a church with 500 seats would be expected to generate a total of 315 trips during a Sunday morning peak hour, consisting of 164 entering and 151 exiting. This level of traffic activity, occurring at a time with low existing traffic volumes on the surrounding roadways, will be readily accommodated by Chapel Road and the nearby intersections. Throughout the remainder of the week, vehicle trips associated with church management and small meetings will be negligible. Parking Similar to the facility itself, the parking area will be completed in two phases. The first phase will yield a total of 133 parking spaces. Following the second phase of construction, a total of 199 parking spaces will be available on-site. The Town of South Windsor Zoning Regulations require one parking space for every three seats at church facilities. For the proposed facility with 500 seats, 167 parking spaces are required. An excess of 32 parking spaces are being provided. The proposed parking supply is adequate to meet parking demand including instances when the sanctuary is filled to capacity. Roadway Network Based on the current all day and peak hour volumes on Chapel Road, the surrounding roadway network will easily support the small amount of traffic volume expected to be generated by the proposed development. Field observations of operations at the intersections of Chapel Road with Long Hill Road, Route 30 (Ellington Road), and Clark Street indicate that the existing infrastructure will adequately support the additional turning movements generated by the proposed development during the Sunday morning peak hour. A review of available accident data did not identify any pre-existing high accident trends in the area of the proposed site. Planning Consultants Conclusion and Recommendations This assessment indicates the following: • The proposed church facility is expected to generate a relatively low volume of traffic even during its highest level of trip generation, Sunday morning. • At other times of the week, the facility is expected to generate negligible traffic activity associated with church management and small meetings. • Traffic that will be generated by this proposed facility will be easily accommodated by the existing transportation network, both on Sunday mornings when traffic on the existing roadway network is very light, and at other times during the week. • The proposed site access driveways on Chapel Road provide adequate sight distances to safely accommodate traffic turning movements. • Adequate parking is proposed to meeting the parking demand of the facility including instances when the completed sanctuary is filled to capacity. In summary, the proposed church facility on Chapel Road is expected to have minimal traffic impact to the surrounding roadway network. Planning Consultants DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Transmitted via certified mail May 31, 2005 Dear Current Abutting Property Owner, Re: Application of Colonial Point Christian Church, Inc. Chapel Road South Windsor, Connecticut DPI Project No. 2030 In accordance with regulations of the Inland Wetlands Agency and Planning&Zoning Commission, we are required to notify you that applications have been filed on the property abutting yours and are subject to 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 9001FESSIONALS, INC. By: XA41 Peter R. DeMallie 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 Colonial Point Christian Church Chapel Road South Windsor,Connecticut DPI Project No.2030 May 31,2005 Ma Block Lot Property Owner Mailim Address * 8 61 2 Diane G. Delvy&Brian M. Olsen 785 Chapel Road South Windsor, CT 06074 * 8 64 1 William D. &Tamra L. Rome 795 Chapel Road South Windsor, CT 06074 * 8 65 3 Erwin E. & Sharon M. James 895 Chapel Road South Windsor, CT 06074 * State of Connecticut State of Connecticut Department of Transportation Office of the Commissioner 2800 Berlin Turnpike P.O. Box 317546 Nevin on, CT 06131-7546 165 South Satellite Road, South Windsor,Connecticut 06074 Tel: (860)291-8755•Fax: (860)291-8757 Email:dpicivil@aol.com Stormwater Management Plan Colonial Point Christian Church Chapel Road South Windsor, Connecticut RECEIVED JUN 2 O 2005 SOUTH WINDSOR PLANNING DEPT. HEY 8F, 10 t. i`jh11A t. W" c __ • � f xp Prepared by Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 DPI Project No. 05-2030 May 25,2005 Rev. June 24,2005 Table of Contents: Page# Introduction 1 Existing Conditions I Proposed Development I Oil Site Analysis 1 Peak Runoff control I Nonstructural Drainage System I Erosion/Sedimentation Control Systems 2 Stormwater Runoff Quality 2 Conveyance System 2 Discharge at the Natural Location 2 Maintenance and Operation 2 Topographic Contour Maps 3 Floodplain Boundaries 3 Drainage Design 3 Storm Drainage Calculations 5 Conclusions 5 Appendices TR-55 Existing Area A A TR-55 Existing Area B B TR 55 Existing Area C C TR-55 Developed Area A D TR-55 Developed Area B E TR 55 Developed Area BB F TR-55 Developed Area C G Detention Basin Design H Summary Hydrograph Routings through Basin I Hydrograph Routings through Basin J Storm Drainage Calculations K Introduction: The proposed Colonial Point Christian Church is to be located on a single parcel of land which is located on the south side of Chapel Road directly adjacent to the Chapel Road/Betty Drive intersection. Existing Conditions: The site consists of 7.40 acres of land. The property is fairly level with a slight grade down from north to south. There are no wetlands on the site. The western half of the site is wooded, and the eastern half of the site is a grass/brush open field. Proposed Development: The proposed development of the site consists of the construction of a proposed church with associated parking and access drive in two phases. The proposed development will contain storm-water measures to accommodate both the increase in runoff from the development, and to address the water quality of the runoff from the site. In order to mitigate for any increase in runoff from the development of the site,a detention basin is proposed. The detention basin will detain runoff from the site. The detention basin will also provide a valuable function for water quality by providing a permanent pool and extended detention for the first flush for treatment in the vegetation and infiltration. The proposed detention basin has been designed to detain the 2-100 year design storms to discharge at or below existing peak discharge rates for the entire site. The basin will have a high level overflow for flows in excess of the 100-year storm event. The detention basin will outlet to the east through a 15"pipe into the existing detention basin within the Route 291 corridor adjacent to the site. Off-Site Analysis: The site presently drains in two directions. A small portion of the site drains to the north to Chapel Road. The large majority of the site drains to the south to the Route 291 corridor. Under developed conditions,the peak runoff in either direction will be equal to or less than the existing peak runoff. Peak Runoff Control: The site has been designed to drain into a detention basin that will mitigate the increase in runoff from the site to levels less than or equal to existing peak rates. The peak runoff to the north under developed conditions will be less than the existing peak runoff. Nonstructural Drainage Systems: The site will make use of a number of nonstructural measures to help control the storm-water on the site, and enhance the ability for infiltration of runoff into the soil. The detention basin will provide extended detention for treatment of runoff from the site. Swales have been integrated into the design where appropriate to control runoff. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site design. These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Use of the Detention basin as a sediment basin during construction. 4. Seeding and mulching disturbed areas as soon as practical during construction. 5. Limiting the areas of disturbance during construction. 6. Installation of construction entrance pads. 7. Maintenance of the above measures. Stormwater Runoff Quality: A number of water quality measures have been integrated into the site design to provide for treatment of the stormwater runoff from the site. The detention basin will treat runoff from the site via a permanent pool and extended detention capability. The runoff from the proposed houses and driveways will either be treated within the detention basin or will travel overland through extensive vegetated areas. Conveyance System: The on-site conveyance system consists of catch basins, yard drains and associated piping that will convey the stormwater runoff to the proposed detention basin. Discharge at the Natural Location: The site presently discharges in two directions;to the north to Chapel Road, and to the south to the Route 291 corridor. Under developed conditions, the site will continue to discharge in the same two directions. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water Detention Basin System. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Pipe Outlet Locations: The pipe outlets and associated riprap should be inspected annually and cleaned of silt and or debris. The riprap should be re- shaped and replenished as required. Catch Basins: Thy catch basins should be inspected annually. The sumps should be cleaned when the depth of material within the sumps reaches 1'. 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. Any erosion noted within the basin should be stabilized. Topographic Contour Map: Topographic contour maps have been provided showing the drainage areas for the site. The maps showing the existing and developed conditions are included in the rear of this report. Floodplain Boundaries: The site is not within a floodplain. Drainage Design: The drainage design of the site has been completed utilizing a number of computer programs and generally accepted design methods. The runoff from the site under existing and developed conditions was developed utilizing the TR-55 computer program. The flood routing and basin modeling was completed utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve. The drainage piping on site was designed using the rational formula. Under existing conditions, the runoff on the site has been divided into three drainage areas. The northwest corner of the site (Area A) drains to the north to Chapel Road. A small area of the site (Area B) drains to the south to the Route 291 corridor and then to the west. The majority of the site (Area C) drains to the south to the Route 291 corridor into the existing detention basin immediately adjacent to the site. The TR-55 analysis under existing conditions for drainage areas A, B and C are included in appendix A, B and C respectively. The summary of the results are as follows: Existing Conditions Design Storm 2 10 25 50 100 Area A 0 1 1 2 2 Area B 0 0 0 0 0 Area C 1 4 6 8 10 Under developed conditions, the drainage areas have been divided into 4 drainage sub- areas. Area A contains the area draining to the north to Chapel Road. Area B contains a small area draining to the,,south to the Route 291 corridor and then to the west. Area BB contains the area on site that drains directly to the I-291 detention basin, and area C contains the developed areas on site that will drain to the proposed detention basin on site. The TR-55 analysis under developed conditions for drainage areas A, B, BB and C are included in Appendix D, E, F and G respectively. The summary of the results are as follows: Developed Conditions Design Storm 2 10 25 50 100 Area A 0 1 1 1 1 Area B 0 0 0 0 0 Area BB 0 0 0 0 0 Area C 7 13 16 19 22 Area A under existing and developed conditions is the area that.drains to Chapel Road. Under developed conditions,the peak runoff directly to Chapel Road is less than or equal to the peak runoff under existing conditions. Area B under existing and developed conditions is the area that drains to the south to the I-291 corridor and than to the west. Under developed conditions, the peak runoff in this direction is equal to or less than the peak runoff under existing conditions. Area C under existing conditions drains to the south to the I-291 corridor and to the existing detention basin adjacent to the site. Under developed conditions, Area BB drains directly to the DOT basin, and area C will drain to the basin via the proposed on-site detention basin. For design purposes, the allowable peak discharge from the proposed on-site detention basin plus the peak discharge from area BB to the existing DOT detention basin must be equal to or less than the existing peak discharge from area C. Therefore, the allowable discharge from the proposed on-site detention basin is equal to the existing peak discharge from area C minus the developed discharge from area BB. The summary of the allowable discharges is as follows: Proposed Detention Basin Discharges Design Storm 2 10 25 50 100 Exist. Area C 1 4 6 8 10 Devel.Area BB 0 0 0 0 0 Devel. Area C 7 13 16 19 22 Design Discharge* 1 4 6 8 10 * Design discharge equals Existing Area C discharge minus Developed Area BB discharge. The detention basin was designed to detain the 2-100 year storm events within the basin, and to discharge at a peak rate that when combined with the developed on-site discharge directly to DOT detention basin, would be less than or equal to the peak rate of runoff under existing conditions. Up to and including the 100-year storm event will discharge from the basin through the outlet structure and 15" outlet pipe. Storms in excess of the 100-year storm event would discharge through a catch basin top on the outlet structure. The design of the detention basin is included in appendix H. The summary pages for the hydrograph routings of the 2-100 year design storms through the detention basin are included in appendix I. The full routings are included in appendix J. A summary of the existing and post developed drainage discharges are as follows: Existing Total Maximum Allowed Actual Detent. Design Storm Peak flow Design Flow from Basin Design (Area Q Detention Basin Flow 2 1 1 1.00 10 4 4 3.37 25 6 6 5.81 50 8 8 7.95 100 10 10 9.69 As can be seen, the proposed detention basin will discharge at rates less than or equal to the existing rate for all design storm events. In order to provide for water quality, the detention basin has been designed with a permanent pool volume to provide extended contact with the wetland vegetation for water quality. In addition the basin has been designed to provide extended detention for the smaller storm events. For the two year storm event, the basin will take over 30 hours to drain. The 10 year storm event will be slightly longer. The two year storm event will produce 1.54" of runoff over the entire watershed. The extended detention allows for additional contact time for cleansing of the runoff from the site through contact of the storm runoff with vegetation, settling, etc. Storm Drainage Calculations: The on-site storm drainage system has been designed for a 10 year design storm utoizing the Rational method. The calculations for the piping size are included in appendix K. Conclusions: The on-site stormwater system with the associated detention basin will mitigate any potential storm-water quantity impacts from the development of the site. The proposed storm-water quality measures will mitigate water quality impacts from the proposed development. APPENDIX A r RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA A ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ----------------------------------------------------- ------------------ OTHER AGRICULTURAL LANDS Woods good - 1.90 (55) - - Total Area (by Hydrologic Soil Group) 1.9 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 1.9 Acres WEIGHTED CURVE NUMBER: 55* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method ,`i TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA A ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 150 .053 I 0.584 Shallow Concent'd 70 .053 U 0.005 Time of Concentration = 0.59* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % 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 : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA A Data: Drainage Area 1.9 * Acres Runoff Curve Number 55 * Time of Concentration: 0.59 * 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 0.51 0 .35 0.30 0.26 0.24 Used 0.50 0.35 0.30 0.26 0.24 Runoff (in) 0.25 0.83 1.24 1.63 2.06 Unit Peak Discharge 0.282 0.455 0.503 0.519 0.532 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .0% Ponds Used Peak Discharge (cfs) 0 1 1 2 2 * - Value(s) provided from TR-55 system routines r� APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA B ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------ OTHER AGRICULTURAL LANDS Woods good - 0.23 (55) - - Total Area (by Hydrologic Soil Group) •23 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .23 Acres WEIGHTED CURVE NUMBER: 55* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA B ---------------------------------------------------------------------------- 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 .04 I 0 .271 Shallow Concent'd 65 .04 U 0 .006 Time of Concentration = 0.28* --- 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 r GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA B Data: Drainage Area .23 * Acres Runoff Curve Number 55 * Time of Concentration: 0.28 * 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 0.51 0.35 0.30 0.26 0.24 Used 0.50 0-35 0.30 0.26 0 .24 Runoff (in) 0.25 0.83 1.24 1.63 2 .06 Unit Peak Discharge 0.351 0.615 0.682 0.701 0.717 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.0% Ponds Used ---------------------- ------ -- Peak Discharge (cf s) 0 0 0 0 0 * - Value(s) provided from TR-55 system routines w APPENDIX C r RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA C ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -------------------------------------------------------------_------- OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair - 4.04 (56) - - Woods good - 1.23 (55) - - Total Area (by Hydrologic Soil Group) 5.27 ------------------------------------------------------------------------ TOTAL DRAINAGE AREA: 5 .27 Acres WEIGHTED CURVE NUMBER: 56* -------------- - * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA C --------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ---------------------------------------------------------------------------- Sheet 3 .2 150 .044 J 0.147 Shallow Concent'd 170 .05 U 0.013 Time of Concentration = 0.16* Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 i Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method j APPENDIX D r RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA A -------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Impervious Areas Paved parking lots, roofs, driveways - 0.10 (98) - - OTHER AGRICULTURAL LANDS Woods good - 0.81(55) - - Total Area (by Hydrologic Soil Group) .91 ------------------------------------------------------------------------ - TOTAL DRAINAGE AREA: .91 Acres WEIGHTED CURVE NUMBER: 60* ----------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA A ---------------------------------------------------------------------------- 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 .022 I 0.647 Time of Concentration = 0.65* --- 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 a Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA A Data: Drainage Area .91 * Acres Runoff Curve Number 60 * Time of Concentration: 0.65 * 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 0.42 0 .28 0.24 0.22 0.19 Runoff (in) 0.41 1.13 1.60 2.05 2 .53 Unit Peak Discharge 0.365 0.488 0.507 0.519 0.530 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 0 1 1 1 1 * - Value(s) provided from TR-55 system routines ,i APPENDIX E RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA B ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Woods good - 0.10 (55) - - Total Area (by Hydrologic Soil Group) -1 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: -1 Acres WEIGHTED CURVE NUMBER: 55* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method ;i TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA B ------------------------------------------------------------------------------- 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 40 0.10 I 0 .157 .Time of Concentration = 0.16* --- 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 s . GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA B Data: Drainage Area _ .1 * Acres Runoff Curve Number 55 * Time of Concentration: 0.16 * 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 .51 0.35 0.30 0.26 0.24 Used 0.50 0.35 0.30 0.26 0.24 Runoff (in) 0.25 0.83 1.24 1.63 2 .06 Unit Peak Discharge 0.402 0.742 0 .821 0.841 0.856 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 0 0 0 0 0 * - Value(s) provided from TR-55 system routines APPENDIX F RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA BB ---------------------------------7--------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair - 0.30 (56) - - Total Area (by Hydrologic Soil Group) .3 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .3 Acres WEIGHTED CURVE NUMBER: 56* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA BB ------------------------------------------------------------------------------- Flow Type 2 year Length Slope-- Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 120 0 .01 F 0.363 Shallow Concent'd 160 0 .01 U 0.028 Time .of Concentration = 0.39* --- 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 PEAR DISCHARGE METHOD Version 2.00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA BB Data: Drainage Area .3 * Acres Runoff Curve Number 56 * Time of Concentration: 0.39 * 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 0.333 0 .558 0.607 0.624 0.639 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 0 0 0 0 0 * - Value(s) provided from TR-55 system routines r� APPENDIX G RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA C --------------------------------------------------------------------------- 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 > 75% - 2 .62 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 3 .47 (98) - - Total Area (by Hydrologic Soil Group) 6 .09 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 6.09 Acres WEIGHTED CURVE NUMBER: 82* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method d TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA C ---------------------- -------------------------------------------------------- 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 70 0.01 F 0.236 Open Channel 750 2 0 .104 Time of Concentration = 0.34* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 a Res. H Woods, Light P Paved D Cultivated > 20 o Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method r� GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : COLONIAL POINT CHURCH User: GBS Date: 04/28/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS AREA C Data: Drainage Area 6.09 * Acres Runoff Curve Number 82 * Time of Concentration: 0.34 * 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 0.14 0.09 0 .08 0 .07 0.06 Used 0.14 0.10 0.10 0.10 0.10 Runoff (in) 1.54 2 .81 3 .53 4.17 4.82 Unit Peak Discharge 0.724 0.745 0.745 0.745 0 .745 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .0% Ponds Used Peak Discharge (cfs) 7 13 16 19 22 * - Value(s) provided from TR-55 system routines APPENDIX H Reservoir Report Page 1 Reservoir No. 1 - DETENTION BASIN Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 106.00 3,000 0 0 2.00 108.00 5,710 8,710 8,710 4.00 110.00 10,675 16,385 25,095 6.00 112.00 15,300 25,975 51,070 Culvert I Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 5.0 19.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 15.0 5.0 19.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.ft = 106.00 106.00 109.50 0.00 Weir Type = - - - - Length It = 65.0 1.0 1.0 0.0 Multi-Stage = No No No No Slope% = 0.50 1.00 1.00 0.00 N-Value = .013 .013 .013 .000 Orif.Coeff. = 0.60 0.60 0.60 0.00 Multi-Stage = n/a Yes Yes No Extiiltration Rate = 0.00 inlhr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage I Storage I Discharge Table Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It cult ft cfs cfs cfs cfs cfs cfs cis cfs cfs cfs 0.00 0 106.00 0.00 0.00 0.00 - - - - - - 0.00 2.00 8,710 108.00 0.83 0.83 0.00 - - - - - - 0.83 4.00 25,095 110.00 2.52 1.17 1.35 - - - - - - 2.51 6.00 51,070 112.00 11.17 0.72 10.45 - - - - - -- 11.17 A APPENDIX I Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.09 2 734 33,194 — DEVELOPED C 2 Reservoir 1.00 2 800 33,194 1 108.79 15,188 r Proj. file: 2030-2.gpw Return Period: 2 yr Run date: 06-27-2005 Hydraflaw Hydrographs by Intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type now interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 13.05 2 734 60,692 — — DEVELOPED C 2 Reservoir 3.37 2 766 60,691 1 110.15 27,073 r Proj. file: 2030-2.gpw Return Period: 10 yr Run date: 06-27-2005 Hydrafkrw Hydrographs by Intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (Cls) (min) (min) (cam) (ft) (cam) 1 SCS Runoff 16.33 2 734 76,181 — — DEVELOPED C 2 Reservoir 5.81 2 760 76,180 1 110.53 31,920 r Proj. file: 2030-2.gpw Return Period: 25 yr Run date: 06-27-2005 Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 19.23 2 734 90,027 — DEVELOPED C 2 Reservoir 7.95 2 756 90,026 1 110.84 36,045 Proj. file: 2030-2.gpw Return Period: 50 yr Run date: 06-27-2005 Hydmnow Hydrographs by Intellsohm Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) MO (min) (min) (cult) (lt) (cufl) 1 SCS Runoff 22.13 2 734 104,077 — — DEVELOPED C 2 Reservoir 9.69 2 756 104,076 1 111.18 40,385 Proj. file: 2030-2.gpw Return Period: 100 yr Run date: 06-27-2005 Hydraflow Hydrographs by Intelisol e APPENDIX J Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.00 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = DETENTION BASIN Max. Elevation = 108.79 ft Max. Storage = 15,188 cuft Storage Indication method used. Outflow hydrograph volume=33,194 cult Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) Cfs ft Cfs eft Cfs Cfs Cfs eft Cfs Cfs Cfs Cfs 9.87 0.08 106.02 0.01 0.01 - - - - - - - 0.01 9.90 0.08 106.03 0.01 0.01 - - - - - - - 0.01 9.93 0.09 106.03 0.01 0.01 ---- ---- ---- -- - - - 0.01 9.97 0.09 106.03 0.01 0.01 - - ----- - - - - 0.01 10.00 0.10 106.03 0.01 0.01 - - - ---- - --- - 0.01 10.03 0.10 106.03 0.01 0.01 -- - ----- - - - - 0.01 10.07 0.10 106.04 0.02 0.02 --- - - - - - 0.02 10.10 0.11 106.04 0.02 0.02 - - - - - - - 0.02 10.13 0.11 106.04 0.02 0.02 - - - - - - - 0.02 10.17 0.12 106.04 0.02 0.02 - - - - - - - 0.02 10.20 0.12 106.05 0.02 0.02 - - - - - - - 0.02 10.23 0.13 106.05 0.02 0.02 -- - - -- - -- - 0.02 10.27 0.13 106.05 0.02 0.02 - - - - - - - 0.02 10.30 0.14 106.06 0.02 0.02 - - - - - - - 0.02 10.33 0.14 106.06 0.03 0.03 - - ----- -- - - -- 0.03 10.37 0.15 106.06 0.03 0.03 - - - - - - - 0.03 10.40 0.16 106.07 0.03 0.03 - - - - - - - 0.03 10.43 0.16 106.07 0.03 0.03 - - - - - - ----- 0.03 10.47 0.17 106.07 0.03 0.03 - - - - - - - 0.03 10.50 0.18 106.08 0.03 0.03 - - - - - - - 0.03 10.53 0.18 106.08 0.03 0.03 - - - - - - - 0.03 10.57 0.19 106.09 0.04 0.04 - - - - - - - 0.04 10.60 0.20 106.09 0.04 0.04 - -- ----- -- - - - 0.04 10.63 0.20 106.09 0.04 0.04 - - --- - - -- - 0.04 10.67 0.21 106.10 0.04 0.04 - - - - - - - 0.04 10.70 0.22 106.10 0.04 0.04 - - - - - - - 0.04 10.73 0.23 106.11 0.06 0.05 - - - -- - - - 0.05 10.77 0.24 106.11 0.05 0.05 - - - - - - - 0.05 10.80 0.24 106.12 0.05 0.05 - - - - - - - 0.05 10.83 0.25 106.12 0.05 0.05 - - - - - - - 0.05 10.87 0.26 106.13 0.06 0.06 - - - - - - - 0.06 10.90 0.27 106.14 0.06 0.06 - -- - - - - - 0.06 10.93 0.28 106.14 0.06 0.06 - - - - - - - 0.06 10.97 0.29 106.15 0.06 0.06 - - - - - - - 0.06 11.00 0.30 106.15 0.07 0.07 - - - - - - --- 0.07 11.03 0.30 106.16 0.07 0.07 - - - - - - ----- 0.07 11.07 0.31 106.17 0.07 0.07 - - - - - - - 0.07 11.10 0.33 106.17 0.07 0.07 - - - - - ---- -- 0.07 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) efs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 11.13 0.34 106.18 0.08 0.08 - - - - - - - 0.08 11.17 0.35 106.19 0.08 0.08 =--- ----- - - - - ---- 0.08 11.20 0.36 106.20 0.08 0.08 - - - - - -- -- 0.08 11.23 0.38 106.20 0.09 0.09 - - - - - - - 0.09 11.27 0.40 106.21 0.10 0.10 - - - - - - - 0.10 11.30 0.42 106.22 0.10 0.10 -- - -- ----- ---- - -- 0.10 11.33 0.44 106.23 0.11 0.11 - - - - ----- - - 0.11 11.37 0.46 106.24 0.12 0.12 - - - ----- - - - 0.12 11.40 0.48 106.25 0.13 0.13 -- - - - -- - - 0.13 11.43 0.51 106.26 0.14 0.14 - - - - - ----- - 0.14 11.47 0.53 106.27 0.15 0.15 - - - - - - - 0.15 11.50 0.56 106.28 0.16 0.16 ----- -- -- -- --- - - 0.16 11.53 0.59 106.29 0.17 0.17 - - - - - - - 0.17 11.57 0.62 106.30 0.18 0.18 - - - -- - - - 0.18 11.60 0.67 106.31 0.19 0.19 --- - --- -- - - --- 0.19 11.63 0.73 106.33 0.20 0.20 - ----- - - - - - 0.20 11.67 0.80 106.34 0.22 0.22 - - - - - - ---- 0.22 11.70 0.90 106.36 0.23 0.23 ----- -- - --- - - - 0.23 11.73 1.03 106.38 0.25 0.25 - - - - - - - 0.25 11.77 1.17 106.40 0.27 0.27 - - - - - ----- - 0.27 11.80 1.35 106.43 0.29 0.28 - - -- - - - - 0.28 11.83 1.54 106.46 0.31 0.30 - - - - - - - 0.30 11.87 1.77 106.50 0.34 0.32 - - - - - - - 0.32 11.90 2.01 106.54 0.36 0.34 0.34 11.93 2.30 106.59 0.40 0.37 - ----- - -- - - - 0.37 11.97 2.68 106.65 0.42 0.40 - -- - ----- - -- - 0.40 12.00 3.20 106.72 0.44 0.43 - ----- -- -- - - - 0.43 12.03 3.85 106.81 0.47 0.47 - ---- - - - - - 0.47 12.07 4.58 106.91 0.50 0.50 - - - - - - - 0.50 12.10 5.33 107.03 0.55 0.55 ----- -- - -- - --- -- 0.55 12.13 6.04 107.17 0.59 0.59 - - - - - - - 0.59 12.17 6.61 107.33 0.64 0.64 - - - ----- - - - 0.64 12.20 6.97 107.50 0.70 0.69 - - - - - - - 0.69 12.23 7.09<< 107.67 0.77 0.74 - - - - - - - 0.74 12.27 7.04 107.84 0.82 0.79 - - - - - - - 0.79 12.30 6.88 108.01 0.83 0.83 - -- -- - - -- - 0.83 12.33 6.66 108.09 0.86 0.85 - - - - - - - 0.85 12.37 6.38 108.18 0.90 0.87 - - - - - - - 0.87 12.40 6.04 108.26 0.91 0.89 -- - - - - - - 0.89 12.43 5.65 108.33 0.91 0.90 - - - - - - - 0.90 12.47 5.21 108.39 0.92 0.92 - - ---- - - - - 0.92 12.50 4.74 108.45 0.94 0.93 -- ----- -- -- -- - -- 0.93 12.53 4.25 108.51 0.96 0.94 - - - - - - - 0.94 12.57 3.77 108.55 0.98 0.95 - - - - - - - 0.95 12.60 3.35 108.59 0.99 0.96 -- ----- - - - -- - 0.96 12.63 2.99 108.62 1.00 0.97 - - - - - - - 0.97 12.67 2.69 108.65 1.00 0.97 - ---- - - - - - 0.97 12.70 2.44 108.67 1.00 0.98 - - - - ----- ---- - 0.98 12.73 2.22 108.69 1.00 0.98 - - ----- - - - - 0.98 12.77 2.03 108.71 1.00 0.98 - - - - - - - 0.98 12.80 1.86 108.72 1.00 0.99 - - - - - - 0.99 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) efs ft as cfs cfs cfs as cfs cfs cfs cis cfs 12.83 1.72 108.73 1.00 0.99 - - - - - - - 0.99 12.87 1.61 108.74 1.00 0.99 - - - - - - - 0.99 12.90 1.51 108.75 1.00 0.99 - ----- - - - - - 0.99 12.93 1.43 108.76 1.00 0.99 - - - - - - - 0.99 12.97 1.37 108.77 1.00 1.00 - - - - - - ---- 1.00 13.00 1.32 108.77 1.00 1.00 - - - - - - - 1.00 13.03 1.27 108.77 1.00 1.00 - - - - - -- - 1.00 13.07 1.23 108.78 1.00 1.00 - - - - - ----- . - 1.00 13.10 1.19 108.78 1.00 1.00 ---- ----- ---- ----- - ----- -- 1.00 13.13 1.16 108.78 1.00 1.00 ----- - - - - - - 1.00 13.17 1.13 108.79 1.00 1.00 - - - - - - - 1.00 13.20 1.10 108.79 1.00 1.00 - ----- ---- - - - - 1.00 13.23 1.07 108.79 1.00 1.00 - - - - - - - 1.00 13.27 1.05 108.79 1.00 1.00 ----- ---- - - - - - 1.00 13.30 1.02 108.79 1.00 1.00 -- ___ __- _____ _- -_ _____ 1.00 13.33 1.01 108.79<< 1.00 1.00 - - - - - - - 1.00<< 13.37 0.99 108.79 1.00 1.00 - - - - - - - 1.00 13.40 0.97 108.79 1.00 1.00 -- - - - - - - 1.00 13.43 0.96 108.79 1.00 1.00 - - - - - - - 1.00 13.47 0.95 108.79 1.00 1.00 - ---- - - - - - 1.00 13.50 0.94 108.79 1.00 1.00 ----- ---- - -- - -- -- 1.00 13.53 0.93 108.79 1.00 1.00 - - -- -- - -- -- 1.00 13.57 0.92 108.79 1.00 1.00 - - - - - - - 1.00 13.60 0.91 108.78 1.00 1.00 - - - -- - - - 1.00 13.63 0.90 108.78 1.00 1.00 - - - - - - - 1.00 13.67 0.89 108.78 1.00 1.00 - - - - - - - 1.00 13.70 0.88 108.78 1.00 1.00 - -- - - - --- -- 1.00 13.73 0.86 108.78 1.00 1.00 - ---- - - - - - 1.00 13.77 0.85 108.78 1.00 1.00 - -- --- --- - - - 1.00 13.80 0.84 108.77 1.00 1.00 -- -- -- - - ---- - 1.00 13.83 0.83 108.77 1.00 1.00 - - - - - - - 1.00 13.87 0.82 108.77 1.00 1.00 - - - - - - ----- 1.00 13.90 0.81 108.77 1.00 1.00 - - ---- - -- -- ----- 1.00 13.93 0.80 108.76 1.00 1.00 - - - - - - - 1.00 13.97 0.79 108.76 1.00 1.00 - - - - - ---- - 1.00 14.00 0.78 108.76 1.00 0.99 - - - - - - - 0.99 14.03 0.77 108.75 1.00 0.99 - - - - - - - 0.99 14.07 0.76 108.75 1.00 0.99 - - - - - - - 0.99 14.10 0.75 108.75 1.00 0.99 - - - - - - - 0.99 14.13 0.74 108.74 1.W 0.99 - - - - - - - 0.99 14.17 0.73 108.74 1.00 0.99 - - - - - - - 0.99 14.20 0.72 108.74 1.00 0.99 - - - - - - - 0.99 14.23 0.71 108.73 1.00 0.99 - - - - - - - 0.99 14.27 0.71 108.73 1.00 0.99 - - - - - --- - 0.99 14.30 0.70 108.72 1.00 0.99 - - - - - - ---- 0.99 14.33 0.69 108.72 1.00 0.99 - -- - - =- - - 0.99 14.37 0.69 108.72 1.00 0.99 - - - - - - 0.99 14.40 0.68 108.71 1.00 0.98 - ----- --- - - ----- ---- 0.98 14.43 0.67 108.71 1.00 0.98 - - - - - - - 0.98 14.47 0.67 108.70 1.00 0.98 - - ----- - - - - 0.98 14.50 0.66 108.70 1.00 0.98 - ----- --- ----- ---- - -- 0.98 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) afs ft cfs cfs cfs dfs ds efs dfs dfs dfs cfs 14.53 0.66 108.69 1.00 0.98 - - - - - - - 0.98 14.57 0.65 108.69 1.00 0.98 =- - - - - - 0.98 14.60 0.65 108.68 1.00 0.98 -- - - -- ----- ----- - 0.98 14.63 0.64 108.68 1.00 0.98 - - - - - - - 0.98 14.67 0.64 108.67 1.00 0.98 - - - - - - - 0.98 14.70 0.63 108.67 1.00 0.98 ---- -- - - - - ----- 0.98 14.73 0.63 108.66 1.00 0.97 - - - - - - - 0.97 14.77 0.62 108.66 1.00 0.97 - ----- - - - - - 0.97 14.80 0.62 108.65 1.00 0.97 -- - - ---- - - - 0.97 14.83 0.61 108.65 1.00 0.97 - - - - - - - 0.97 14.87 0.61 108.64 1.00 0.97 - - - - - - - 0.97 14.90 0.60 108.64 1.00 0.97 -- -- - ----- ---- --- - 0.97 14.93 0.60 108.63 1.00 0.97 - - ----- - - - - 0.97 14.97 0.59 108.63 1.00 0.97 - -- - - - - - 0.97 15.00 0.59 108.62 1.00 0.97 -- -- -- - - ----- - 0.97 15.03 0.58 108.62 1.00 0.96 ----- - - - - - - 0.96 15.07 0.58 108.61 0.99 0.96 - - - - - - - 0.96 15.10 0.57 108.60 0.99 0.96 - ----- -- -- - - -- 0.96 15.13 0.57 108.60 0.99 0.96 ----- ---- - - - - - 0.96 15.17 0.56 108.59 0.99 0.96 - - --- - - - - 0.96 15.20 0.56 108.59 0.99 0.96 -- - - - - -- _- 0.96 15.23 0.55 108.58 0.99 0.96 - - - - - - - 0.96 15.27 0.54 108.57 0.98 0.96 - - - - - - - 0.96 ___ _- �_ -_ _- _____ ____- 15.30 0.54 108.57 0.98 0.95 0.95 15.33 0.53 108.56 0.98 0.95 - ----- - -- - -- ----- 0.95 15.37 0.53 108.56 0.98 0.95 - - - - - - ----- 0.95 15.40 0.52 108.55 0.98 0.95 - - -- - ---- --- ----- 0.95 15.43 0.52 108.54 0.97 0.95 - - ----- - - - - 0.95 15.47 0.51 108.54 0.97 0.95 - - - - - - - 0.95 15.50 0.51 108.53 0.97 0.95 - - --- ---- ---- - - 0.95 15.53 0.50 108.52 0.97 0.94 - - - - - - - 0.94 15.57 0.50 108.52 0.96 0.94 - - - - - - -- 0.94 15.60 0.49 108.51 0.96 0.94 - - ---- - - - - 0.94 15.63 0.49 108.50 0.96 0.94 - - - - - - 0.94 15.67 0.48 108.50 0.96 0.94 - - - - - - - 0.94 15.70 0.48 108.49 0.95 0.94 -- - - - - ----- - 0.94 15.73 0.47 108.48 0.95 0.94 - - - - - - - 0.94 15.77 0.46 108.48 0.95 0.93 - ----- - - - - - 0.93 15.80 0.46 108.47 0.95 0.93 - - ----- - - - - 0.93 15.83 0.45 108.46 0.94 0.93 - - - - - - - 0.93 15.87 0.45 108.46 0.94 0.93 - - - - - - - 0.93 15.90 0.44 108.45 0.94 0.93 - - ----- ----- -- - - 0.93 15.93 0.44 108.44 0.93 0.93 - - - - - - - 0.93 15.97 0.43 108.44 0.93 0.93 - - - - - - - 0.93 16.00 0.43 108.43 0.93 0.92 - - ----- ----- - - ----- 0.92 16.03 0.42 108.42 0.93 0.92 - - - - - - - 0.92 16.07 0.42 108.41 0.92 0.92 -- --- --- - - --- -- 0.92 16.10 0.41 108.41 0.92 0.92 - - - - - ----- - 0.92 16.13 0.40 108.40 0.92 0.92 - - - - - ---- - 0.92 16.17 0.40 108.39 0.92 0.92 - - ---- - - - - 0.92 16.20 0.40 108.38 0.92 0.91 - - - - ----- - - 0.91 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.23 0.39 108.38 0.92 0.91 - - - - - - - 0.91 16.27 0.39 108.37 0.92 0.91 - - ----- - - -- - 0.91 16.30 0.38 108.36 0.92 0.91 - - - - ----- - --- 0.91 16.33 0.38 108.35 0.91 0.91 - - - - - - ---- 0.91 16.37 0.38 108.34 0.91 0.91 - - - - - --- - 0.91 16.40 0.38 108.34 0.91 0.90 -- --- - ---- -- --- ----- 0.90 16.43 0.37 108.33 0.91 0.90 - ----- - - - - - 0.90 16.47 0.37 108.32 0.91 0.90 - - - - - -- _ - 0.90 16.50 0.37 108.31 0.91 0.90 - - - - - - -- 0.90 16.53 0.36 108.31 0.91 0.90 - - - - - - - 0.90 16.57 0.36 108.30 0.91 0.90 - - - - - - - 0.90 16.60 0.36 108.29 0.91 0.89 --- - ---- -- - - -- 0.89 16.63 0.36 108.28 0.91 0.89 -- - - - - - - 0.89 16.67 0.36 108.27 0.91 0.89 ----- - - - ---- ----- ---- 0.89 16.70 0.35 108.27 0.91 0.89 -- - - -- -- -- ----- 0.89 16.73 0.35 108.26 0.91 0.89 - - - - - - - 0.89 16.77 0.35 108.25 0.91 0.88 - - - - - - - 0.88 16.80 0.35 108.24 0.91 0.88 ----- - -- - - -- -- 0.88 16.83 0.34 108.24 0.91 0.88 - - - - ---- -- - 0.88 16.87 0.34 108.23 0.91 0.88 - - - - - - - 0.88 16.90 0.34 108.22 0.91 0.88 --- - - -- - ----- -- 0.88 16.93 0.34 108.21 0.91 0.88 - - - - - - - 0.88 16.97 0.33 108.20 0.90 0.87 -- - ---- - - - - 0.87 17.00 0.33 108.20 0.90 0.87 ---- -- ---- -- -- --- --- 0.87 17.03 0.33 108.19 0.90 0.87 -- --- ---- -- - ---- -- 0.87 17.07 0.33 108.18 0.90 0.87 - ----- - ---- - - - 0.87 17.10 0.32 108.17 0.89 0.87 -- -- -- _- ____ -__- __-__ 0.87 17.13 0.32 108.16 0.89 0.86 --- - - -- - - - 0.86 17.17 0.32 108.16 0.89 0.86 - -- - - - - - 0.86 17.20 0.32 108.15 0.88 0.86 ---- -- -- - ----- - - 0.86 17.23 0.31. 108.14 0.88 0.86 - - - - - - -- 0.86 17.27 0.31 108.13 0.88 0.86 - - - - - - - 0.86 17.30 0.31 108.12 0.87 0.86 ----- - - -- ---- - - 0.86 17.33 0.31 108.12 0.87 0.85 - - - - - - - 0.85 17.37 0.31 108.11 0.87 0.85 - - - - - - - 0.85 17.40 0.30 108.10 0.87 0.85 - - -- -- - - -- 0.85 17.43 0.30 108.09 0.86 0.85 - - - - - - - 0.85 17.47 0.30 108.08 0.86 0.85 -- - - - - --- - 0.85 17.50 0.30 108.08 0.86 0.84 - - - - - - - 0.84 17.53 0.29 108.07 0.M 0.84 - - - - - - - 0.84 17.57 0.29 108.06 0.85 0.84 ---- - - - ---- - - 0.84 17.60 0.29 108.05 0.85 0.84 ----- ---- - -- - - - 0.84 17.63 0.29 108.04 0.84 0.84 -- - - ----- - - - 0.84 17.67 0.28 108.04 0.84 0.83 - - - - - - - 0.83 17.70 0.28 108.03 0.84 0.83 - - - - - - - 0.83 17.73 0.28 108.02 0.83 0.83 - - - - - - 0.83 17.77 0.28 108.01 0.83 0.83 - -- - - - - - 0.83 17.80 0.27 108.00 0.83 0.83 - -- -- -- - - - 0.83 17.83 0.27 107.99 0.83 0.82 - - - - - - - 0.82 17.87 0.27 107.98 0.83 0.82 - - - - - - - 0.82 17.90 0.27 107.96 0.82 0.82 - - - ---- ---- - - 0.82 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv Q Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.93 0.26 107.95 0.82 0.81 - - - - - - - 0.81 17.97 0.26 107.93 0.82 0.81 -=-- - - - - - - 0.81 18.00 0.26 107.92 0.82 0.80 - -- - - - - - 0.80 18.03 0.26 107.90 0.82 0.80 - - - - - - - 0.80 18.07 0.25 107.89 0.82 0.80 - - - - - - - 0.80 18.10 0.25 107.87 0.82 0.79 - - - - - -- - 0.79 18.13 0.25 107.86 0.82 0.79 - - - - - - - 0.79 18.17 0.25 107.84 0.82 0.79 - - ----- - - - - 0.79 18.20 0.25 107.83 0.82 0.78 - - - - -- - - 0.78 18.23 0.24 107.81 0.82 0.78 - - - - - - - 0.78 18.27 0.24 107.80 0.82 0.77 - - - - - - - 0.77 18.30 0.24 107.78 0.81 0.77 - -- - - ----- - - 0.77 18.33 0.24 107.77 0.81 0.77 - - ---- - - - - 0.77 18.37 0.24 107.75 0.80 0.76 - ---- - - --- - - 0.76 18.40 0.24 107.74 0.79 0.76 - - -- -- - - -- 0.76 18.43 0.24 107.73 0.79 0.76 - - - -- - - - 0.76 18.47 0.24 107.71 0.78 0.75 - - - - - - - 0.75 18.50 0.24 107.70 0.78 0.75 -- -- - - -- --- - 0.75 18.53 0.23 107.68 0.77 0.74 - - - - -- - - 0.74 18.57 0.23 107.67 0.77 0.74 - - - -- - ----- 0.74 18.60 0.23 107.66 0.76 0.74 -- -- ----- ----- - - - 0.74 18.63 0.23 107.64 0.75 0.73 - - - - - ---- - 0.73 18.67 0.23 107.63 0.75 0.73 - - - - - - - 0.73 18.70 0.23 107.61 0.74 0.73 - - - - - ----- -- 0.73 18.73 0.23 107.60 0.74 0.72 - - ----- - - - - 0.72 18.77 0.23 107.59 0.73 0.72 - - - - - - - 0.72 18.80 0.23 107.57 0.73 0.72 - - - - - -- - 0.72 18.83 0.23 107.56 0.72 0.71 - - - - - - --- 0.71 18.87 0.23 107.55 0.72 0.71 - - - - - - - 0.71 18.90 0.23 107.53 0.71 0.70 ----- - - - - -- - 0.70 18.93 0.23 107.52 0.71 0.7.0 - - - - - - - 0.70 18.97 0.23 107.51 0.70 0.70 - - - - - - - 0.70 19.00 0.22 107.49 0.70 0.69 - - - - - - - 0.69 19.03 0.22 107.48 0.70 0.69 - - - - - - - 0.69 19.07 0.22 107.47 0.69 0.69 - - - - - - - 0.69 19.10 0.22 107.46 0.69 0.68 ---- - - - - - ---- 0.68 19.13 0.22 107.44 0.68 0.68 - - - - - - - 0.68 19.17 0.22 107.43 0.68 0.68 - - - - - -- - 0.68 19.20 0.22 107.42 0.67 0.67 -- --- - - - - - 0.67 19.23 0.22 107.41 0.6' 0.67 - - - - - - - 0.67 19.27 0.22 107.39 0.66 0.66 - - - - - - - 0.66 19.30 0.22 107.38 0.66 0.66 ----- -- - - - - - 0.66 19.33 0.22 107.37 0.66 0.66 - - - - - - - 0.66 19.37 0.22 107.36 0.65 0.65 - - - - - - - 0.65 19.40 0.22 107.35 0.65 0.65 - - - - - - ----- 0.65 19.43 0.22 107.33 0.65 0.65 - - - - - - - 0.65 19.47 0.21 107.32 0.64 0.64 - - - - - - ---- 0.64 19.50 0.21 107.31 0.64 0.64 ---- ----- ----- ----- -- ----- - 0.64 19.53 0.21 107.30 0.63 0.63 - - - - - - - 0.63 19.57 0.21 107.29 0.63 0.63 - - - - - - - 0.63 19.60 0.21 107.28 0.63 0.63 - - - - - - ----- 0.63 Continues on next page... Page 7 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) ds ft ds cfs ds cfs eft cfs cfs cfs cfs cfs 19.63 0.21 107.26 0.62 0.62 - - - - - - - 0.62 19.67 0.21 107.25 0.62 0.62 - - - --- - - - 0.62 19.70 0.21 107.24 0.62 0.62 ----- - - -- - ----- - 0.62 19.73 0.21 107.23 0.61 0.61 - - - - -- - - 0.61 19.77 0.21 107.22 0.61 0.61 - - - - - - - 0.61 19.80 0.21 107.21 0.61 0.61 - -- - - - - - 0.61 19.83 0.21 107.20 0.60 0.60 - - - - - - - 0.60 19.87 0.21 107.19 0.60 0.60 - - -- - - - 0.60 19.90 0.21 107.18 0.59 0.59 - - -- - - - - 0.59 19.93 0.20 107.16 0.59 0.59 - - - - - - - 0.59 19.97 0.20 107.15 0.59 0.59 - - ---- - ---- - - 0.59 20.00 0.20 107.14 0.58 0.58 - -- - -- - -- - 0.58 20.03 0.20 107.13 0.58 0.58 - - - - - - - 0.58 20.07 0.20 107.12 0.58 0.58 - - - - - - - 0.58 20.10 0.20 107.11 0.57 0.57 - -- - - --- - -- 0.57 20.13 0.20 107.10 0.57 0.57 - - ---- - - ----- - 0.57 20.17 0.20 107.09 0.57 0.57 - - - - - - - 0.57 20.20 0.20 107.08 0.56 0.56 --- --- -- - - - - 0.56 20.23 0.20 107.07 0.56 0.56 - ----- - - - - - 0.56 20.27 0.20 107.06 0.56 0.56 - - - - - - 0.56 20.30 0.20 107.05 0.55 0.55 ----- - -- -- -- - - 0.55 20.33 0.20 107.04 0.55 0.55 - - - ----- - - - 0.55 20.37 0.20 107.03 0.55 0.55 - - -- - - - - 0.55 20.40 0.19 107.02 0.54 0.54 --- ---- ---- ---- - - -- 0.54 20.43 0.19 107.01 0.54 0.54 - - - - --- - - 0.54 20.47 0.19 107.00 0.54 0.54 - - --- - - - - 0.54 20.50 0.19 106.99 0.53 0.53 - - -- --- - -- - 0.53 20.53 0.19 106.99 0.53 0.53 - ----- - - - - - 0.53 20.57 0.19 106.98 0.53 0.53 - ---- - ----- - - - 0.53 20.60 0.19 106.97 0.52 0.52 -- --- - -_ - - - 0.52 20.63 0.19 106.96 0.52 0.52 - -_ - - - - - 0.52 20.67 0.19 106.95 0.52 0.52 - -- ----- - - ----- - 0.52 20.70 0.19 106.94 0.51 0.51 - - - - - - - 0.51 20.73 0.19 106.93 0.51 0.51 - ----- - - - - - 0.51 20.77 0.19 106.92 0.51 0.51 - - - - - - -- 0.51 20.80 0.19 106.91 0.50 0.50 - --_ - - ----- - ---- 0.50 20.83 0.18 106.90 0.50 0.50 - - - - - - - 0.50 20.87 0.18 106.90 0.50 0.50 - - - - - - ----- 0.50 20.90 0.18 106.89 0.49 0.49 - - - - - - - 0.49 20.93 0.18 106.88 0.49 0.49 - - - - - - - 0.49 20.97 0.18 106.87 0.49 0.49 - - - - - - - 0.49 21.00 0.18 106.86 0.49 0.49 ----- -- --- -- --- - - 0.49 21.03 0.18 106.85 0.48 0.48 - - - - - - - 0.48 21.07 0.18 106.84 0.48 0.48 - - - - -- - - 0.48 21.10 0.18 106.84 0.48 0.48 - - - - - ----- - 0.48 21.13 0.18 106.83 0.47 0.47 - - - - - - - 0.47 21.17 0.18 106.82 0.47 0.47 - - - - - - - 0.47 21.20 0.18 106.81 0.47 0.47 - ----- -- - - - - 0.47 21.23 0.18 106.80 0.46 0.46 - - - - - - - 0.46 21.27 0.18 106.80 0.46 0.46 - - - - - - - 0.46 21.30 0.17 106.79 0.46 0.46 - - - - - ----- - 0.46 Continues on next page... Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) dfs ft cfs cfs efs cfs cfs cfs cfs cfs cfs efs 21.33 0.17 106.78 0.46 0.45 - - - - - - - 0.45 21.37 0.17 106.77 0.46 0.45 -=- - - - - - - 0.45 21.40 0.17 106.77 0.45 0.45 - -- - - ----- - - 0.45 21.43 0.17 106.76 0.45 0.44 - - - - - - - 0.44 21.47 0.17 106.75 0.45 0.44 - - - - - - - 0.44 21.50 0.17 106.74 0.45 0.44 - - - - - - - 0.44 21.53 0.17 106.74 0.44 0.43 - - - - - - - 0.43 21.57 0.17 106.73 0.44 0.43 - - - - - - - 0.43 21.60 0.17 106.72 0.44 0.43 - - - - - - - 0.43 21.63 0.17 106.71 0.44 0.42 - - - - - - - 0.42 21.67 0.17 106.71 0.44 0.42 - - - - - - - 0.42 21.70 0.17 106.70 0.43 0.42 - - - - -- -- - 0.42 21.73 0.16 106.69 0.43 0.41 - - - - - - - 0.41 21.77 0.16 106.69 0.43 0.41 - -- - - -- - - 0.41 21.80 0.16 106.68 0.43 0.41 -- -- -- -- - - - 0.41 21.83 0.16 106.67 0.43 0.41 - - - - ---- - - 0.41 21.87 0.16 106.67 0.42 0.40 - - - - - - - 0.40 21.90 0.16 106.66 0.42 0.40 - - - - - -- -- 0.40 21.93 0.16 106.65. 0.42 0.40 - - - - - - - 0.40 21.97 0.16 106.65 0.42 0.39 - - - - - - 0.39 22.00 0.16 106.64 0.42 0.39 - - -- - - ---- ----- 0.39 22.03 0.16 106.63 0.41 0.39 - - - - - - - 0.39 22.07 0.17 106.63 0.41 0.39 - -- - - - - - 0.39 22.10 0.18 106.62 0.41 0.38 - - -- - - - ----- 0.38 22.13 0.18 106.62 0.41 0.38 - - - -- - - - 0.38 22.17 0.19 106.61 0.41 0.38 - - - - - - - 0.38 22.20 0.20 106.61 0.41 0.38 - - - - - - ---- 0.38 22.23 0.19 106.60 0.40 0.37 - - ----- - - - - 0.37 22.27 0.19 106.60 0.40 0.37 - - - - - - 0.37 22.30 0.19 106.59 0.40 0.37 - ----- - ---- - -- - 0.3.7 22.33 0.19 106.59 0.39 0.37 - ---- - - - - - 0.37 22.37 0.18 106.58 0.39 0.36 - - - - - - - 0.36 22.40 0.18 106.58 0.39 0.36 - - - - - - - 0.36 22.43 0.18 106.57 0.38 0.36 - - - - - - - 0.36 22.47 0.17 106.57 0.38 0.35 - - - - - - - 0.35 22.50 0.17 106.56 0.38 0.35 - -- - - - - -- 0.35 22.53 0.17 106.56 0.37 0.35 - - - - - - - 0.35 22.57 0.16 106.55 0.37 0.35 - - - - - - - 0.35 22.60 0.16 106.55 0.37 0.34 - - - - - - - 0.34 22.63 0.16 106.54 0.36 0.34 - - - - - - - 0.34 22.67 0.16 106.54 0.36 0.34 - - - - - - - 0.34 22.70 0.16 106.53 0.36 0.34 - - - - - - - 0.34 22.73 0.16 106.53 0.35 0.33 - - - - - - ---- 0.33 22.77 0.16 106.52 0.35 0.33 - - - - - - - 0.33 22.80 0.16 106.52 0.35 0.33 - - - --- - - - 0.33 22.83 0.15 106.51 0.34 0.33 - - - - - - 0.33 22.87 0.15 106.51 0.34 0.32 - - - - - - - 0.32 22.90 0.15 106.50 0.34 0.32 - ----- --- - ----- - -=- 0.32 22.93 0.15 106.50 0.33 0.32 - - - - - - - 0.32 22.97 0.15 106.49 0.33 0.32 - - - - - - - 0.32 23.00 0.15 106.49 0.33 0.31 - - ----- - - - - 0.31 Continues on next page... Page 9 Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B Clv C Clv p Wr A Wr B Wr C Wr D ExH1 Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.03 0.15 106.48 0.32 0.31 - - - - - - - 0.31 23.07 0.15 106.48 0.32 0.31 -=- - - - - - - 0.31 23.10 0.15 106.48 0.32 0.31 - - - - - - - 0.31 23.13 0.15 106.47 0.32 0.30 - - - - - - - 0.30 23.17 0.15 106.47 0.31 0.30 ---- - - - - - - 0.30 23.20 0.15 106.46 0.31 0.30 - - - - - - - 0.30 23.23 0.15 106.46 0.31 0.30 - - - - - - - 0.30 23.27 0.15 106.45 0.30 0.30 - - - - - - ----- 0.30 23.30 0.15 106.45 0.30 0.29 - - - - - - - 0.29 23.33 0.15 106.45 0.30 0.29 - -- - - - - - 0.29 23.37 0.15 106.44 0.30 0.29 - - - - - - - 0.29 23.40 0.15 106.44 0.29 0.29 - - - - - - - 0.29 23.43 0.14 106.44 0.29 0.29 - - - - - - - 0.29 23.47 0.14 106.43 0.29 0.28 - - - - -- - - 0.28 23.50 0.14 106.43 0.29 0.28 -- -- - ---- --- -- ----- 0.28 23.53 0.14 106.42 0.28 0.28 - - - - -- - -- 0.28 23.57 0.14 106.42 0.28 0.28 - - - - - - - 0.28 23.60 0.14 106.42 0.28 0.28 - - - - - ----- -- 0.28 23.63 0.14 106.41 0.28 0.27 - - - - - - - 0.27 23.67 0.14 106.41 0.27 0.27 - - - - - ---- 0.27 23.70 0.14 106.41 0.27 0.27 - - -- - - - - 0.27 23.73 0.14 106.40 0.27 0.27 - - - - - -- - 0.27 23.77 0.14 106.40 0.27 0.27 - - - - - - - 0.27 23.80 0.14 106.39 0.26 0.26 ---- - - - - - -- 0.26 23.83 0.14 106.39 0.26 0.26 - - - - - - ----- 0.26 23.87 0.14 106.39 0.26 0.26 - - - - - - - 0.26 23.90 0.14 106.39 0.25 0.25 - ----- - - - -- - 0.25 23.93 0.14 106.38 0.25 0.25 - - - - - - - 0.25 23.97 0.14 106.38 0.25 0.25 - - - - - - - 0.25 24.00 0.14 106.38 0.24 0.24 - - - - - - - 0.24 24.03 0.13 106.37 0.24 0.24 - - - - - - - 0.24 24.07 0.13 106.37 0.24 0.24 - - - - - - - 0.24 24.10 0.12 106.37 0.24 0.24 - - - - --- -- - 0.24 24.13 0.11 106.36 0.23 0.23 - - -- - - - - 0.23 24.17 0.10 106.36 0.23 0.23 - - - - - - - 0.23 24.20 0.08 106.36 0.23 0.23 - - - - -- - - 0.23 24.23 0.07 106.35 0.22 0.22 - - - - - - - 0.22 24.27 0.06 106.35 0.22 0.22 - - - - - - - 0.22 24.30 0.04 106.34 0.21 0.21 - - - - - - -- 0.21 24.33 0.03 106.34 0.21 0.21 - - - - - - - 0.21 24.37 0.03 106.33 0.21 0.21 - - - - - - - 0.21 24.40 0.02 106.33 0.20 0.20 - - - - - - - 0.20 24.43 0.01 106.32 0.20 0.20 - - - - - - - 0.20 24.47 0.01 106.32 0.19 0.19 - - - - - - - 0.19 24.50 0.00 106.31 0.19 0.19 - -- ---- - - - - 0.19 24.53 0.00 106.31 0.18 0.18 - - - - - - - 0.18 24.57 0.00 106.30 0.18 0.18 - - - - - - - 0.18 24.60 0.00 106.30 0.17 0.17 - - - - - - - 0.17 24.63 0.00 106.29 0.17 0.17 - - - - - - - 0.17 24.67 0.00 106.29 0.17 0.17 - ----- - - - - - 0.17 24.70 0.00 106.28 0.16 0.16 - - - - - - - 0.16 Continues on next page... Page 10 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.73 0.00 106.28 0.16 0.16 - - - - - - - 0.16 24.77 0.00 106.28 0.15 0.15 - - - - - - - 0.15 24.80 0.00 106.27 0.15 0.15 - - - - - - -- 0.15 24.83 0.00 106.27 0.15 0.15 - - - - - - - 0.15 24.87 0.00 106.26 0.14 0.14 - - - - - - - 0.14 24.90 0.00 106.26 0.14 0.14 - - - ----- - - - 0.14 24.93 0.00 106.26 0.14 0.14 - - - - - - - 0.14 24.97 0.00 106.25 0.13 0.13 - - - - - - - 0.13 25.00 0.00 106.25 0.13 0.13 - - - -- -- - -- 0.13 25.03 0.00 106.24 0.13 0.13 - - - - - - -- 0.13 25.07 0.00 106.24 0.12 0.12 - - - - - - - 0.12 25.10 0.00 106.24 0.12 0.12 - - -- - - - --- 0.12 25.13 0.00 106.23 0.12 0.12 - - - ----- - - - 0.12 25.17 0.00 106.23 0.11 0.11 - - -- - - - - 0.11 25.20 0.00 106.23 0.11 0.11 -- ----- -- -- - - - 0.11 25.23 0.00 106.23 0.11 0.11 -- - ----- --- - - - 0.11 25.27 0.00 106.22 0.11 0.11 - - - ---- - - - 0.11 25.30 0.00 106.22 0.10 0.10 - ----- - -- -- - --- 0.10 25.33 0.00 106.22 0.10 0.10 ---- - - -- - - - 0.10 25.37 0.00 106.21 0.10 0.10 - - ----- - - - 0.10 25.40 0.00 106.21 0.10 0.10 - - - --- - ----- --- 0.10 25.43 0.00 106.21 0.09 0.09 - - - - - - - 0.09 25.47 0.00 106.21 0.09 0.09 - ---- - - - - - 0.09 25.50 0.00 106.20 0.09 0.09 - - - - - - - 0.09 25.53 0.00 106.20 0.09 0.09 - - - - - - - 0.09 25.57 0.00 106.20 0.08 0.08 - - - - - - - 0.08 25.60 0.00 106.20 0.08 0.08 - - - - - - - 0.08 25.63 0.00 106.19 0.08 0.08 --- - - ----- - ---- - 0.08 25.67 0.00 106.19 0.08 0.08 - - - ---- - - - 0.08 25.70 0.00 106.19 0.08 0.08 - - - - - - -- 0.08 25.73 0.00 106.19 0.08 0.08 - - - - - - -- 0.08 25.77 0.00 106.19 0.08 0.08 - - - - - - - 0.08 25.80 0.00 106.18 0.08 0.08 - - - - - --- - 0.08 25.83 0.00 106.18 0.08 0.08 - - - - - - - 0.08 25.87 0.00 106.18 0.08 0.08 - - - - - - - 0.08 25.90 0.00 106.18 0.08 0.08 - - - -- - - - 0.08 25.93 0.00 106.17 0.07 0.07 - - - - - - - 0.07 25.97 0.00 106.17 0.07 0.07 - - - - - - - 0.07 26.00 0.00 106.17 0.07 0.07 - - - - - - - 0.07 26.03 0.00 106.17 0.0� 0.07 - - - - - - - 0.07 26.07 0.00 106.17 0.07 0.07 ---- - - - - - ---- 0.07 26.10 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.13 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.17 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.20 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.23 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.27 0.00 106.16 0.07 0.07 - - - - - - - 0.07 26.30 0.00 106.15 0.07 0.07 - - - - - - -=-- 0.07 26.33 0.00 106.15 0.06 0.06 - -- - - - - - 0.06 26.37 0.00 106.15 0.06 0.06 - - - - - - - 0.06 26.40 0.00 106.15 0.06 0.06 --- - -- - - - - 0.06 Continues on next page... Page 11 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) ds ft efs cfs cfs ds cfs cfs cfs ds cfs cfs 26.43 0.00 106.15 0.06 0.06 - - ----- - - - - 0.06 26.47 0.00 106.14 0.06 0.06 =--- - - - - - - 0.06 26.50 0.00 106.14 0.06 0.06 - - -- -- - - - 0.06 26.53 0.00 106.14 0.06 0.06 - - - - - - - 0.06 26.57 0.00 106.14 0.06 0.06 - - - - - - - 0.06 26.60 0.00 106.14 0.06 0.06 - - - - -- ---- - 0.06 26.63 0.00 106.14 0.06 0.06 - - - - - - - 0.06 26.67 0.00 106.13 0.06 0.06 - - - - - - - 0.06 26.70 0.00 106.13 0.W 0.06 - - - - - - - 0.06 26.73 0.00 106.13 0.06 0.06 - - - - - - - 0.06 26.77 0.00 106.13 OA6 OA6 - - - - - - - 0.06 26.80 0.00 106.13 0.05 0.05 - - - - - - -- 0.05 26.83 0.00 106.13 0.05 0.05 - - - - - - - 0.05 26.87 0.00 106.13 0.05 0.05 - - - -- - - -- 0.05 26.90 0.00 106.12 0.05 0.05 - - - - -- - - 0.05 26.93 0.00 106.12 0.05 0.05 - ----- - - - --- - 0.05 26.97 0.00 106.12 0.05 0.05 - - - - - - - 0.05 27.00 0.00 106.12 0.05 0.05 - - - -- - - ----- 0.05 27.03 0.00 106.12 0.05 0.05 - - - - - - --- 0.05 27.07 0.00 106.12 0.05 0.05 - - - -- - - 0.05 27.10 0.00 106.12 0.05 0.05 -- - - -- - - - 0.05 27.13 0.00 106.11 0.05 0.05 - - - - - - - 0.05 27.17 0.00 106.11 0.05 0.05 - - - - - - - 0.05 27.20 0.00 106.11 0.05 0.05 --- -- - - - - - 0.05 27.23 0.00 106.11 0.05 0.05 - - - - - - - 0.05 27.27 0.00 106.11 0.05 0.05 - - ---- - - - ---- 0.05 27.30 0.00 106.11 0.05 0.05 - - - - ----- - ---- 0.05 27.33 0.00 106.11 0.05 0.05 - - - - - - - 0.05 27.37 0.00 106.11 0.04 0.04 - - - - - - - 0.04 27.40 0.00 106.10 0.04 0.04 - - - - - - ----- 0.04 27.43 0.00 106.10 0.04 0.04 - - - - - - - 0.04 27.47 0.00 106.10 0.04 0.04 ---- ---- - - - - - 0.04 27.50 0.00 106.10 0.04 0.04 - ---- - - - - - 0.04 27.53 0.00 106.10 0.04 0.04 - - - - - - - 0.04 27.57 0.00 106.10 0.04 0.04 - - - - - - - 0.04 27.60 0.00 106.10 0.04 0.04 - - - - - ----- - 0.04 27.63 0.00 106.10 0.04 0.04 - - - - - - - 0.04 27.67 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.70 0.00 106.09 0.04 0.04 -- - - - - - - 0.04 27.73 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.77 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.80 0.00 106.09 0.04 0.04 -- - - - - - ----- 0.04 27.83 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.87 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.90 0.00 106.09 0.04 0.04 ----- ----- - - - ---- --- 0.04 27.93 0.00 106.09 0.04 0.04 - - - - - - - 0.04 27.97 0.00 106.09 0.04 0.04 - - - - - - - 0.04 28.00 0.00 106.08 0.04 0.04 0.04 28.03 0.00 106.08 0.04 0.04 - - - - - - - 0.04 28.07 0.00 106.08 0.N 0.04 - - - - - - - 0.04 28.10 0.00 106.08 0.03 0.03 - ---- - - - - - 0.03 Continues on next page... Page 12 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) ds ft efs cfs efs efs cfs cfs cfs cfs efs cfs 28.13 0.00 106.08 0.03 0.03 - - - - - - - 0.03 28.17 0.00 106.08 0.03 0.03 -=-- - - - - - - 0.03 28.20 0.00 106.08 0.03 0.03 --- - - - - - - 0.03 28.23 0.00 106.08 0.03 0.03 - - - - - - - 0.03 28.27 0.00 106.08 0.03 0.03 - - - - - - - 0.03 28.30 0.00 106.08 0.03 0.03 - - - - -- - - 0.03 28.33 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.37 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.40 0.00 106.07 0.03 0.03 - - - - - ----- - 0.03 28.43 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.47 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.50 0.00 106.07 0.03 0.03 - - - - - - ---- 0.03 28.53 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.57 0.00 106.07 0.03 0.03 - - ---- -- - -- - 0.03 28.60 0.00 106.07 0.03 0.03 ----- -- -- - - - - 0.03 28.63 0.00 106.07 0.03 0.03 - - - - - - -- 0.03 28.67 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.70 0.00 106.07 0.03 0.03 - - - -- - -- -- 0.03 28.73 0.00 106.07 0.03 0.03 - - - - - - - 0.03 28.77 0.00 106.06 0.03 0.03 - - - ----- - - 0.03 28.80 0.00 106.06 0.03 0.03 - - - - - - - 0.03 28.83 0.00 106.06 0.03 0.03 - - - - - - - 0.03 28.87 0.00 106.06 0.03 0.03 - - - - ----- ---- -- 0.03 28.90 0.00 106.06 0.03 0.03 - --- - - - --- - 0.03 28.93 0.00 106.06 0.03 0.03 - - - - - - ----- 0.03 28.97 0.00 106.06 0.03 0.03 - - - - - - - 0.03 29.00 0.00 106.06 0.03 0.03 - -- - - - - -- 0.03 29.03 0.00 106.06 0.02 0.02 - - - - - - - 0.02 29.07 0.00 106.06 0.02 0.02 - - -- - - - - 0.02 29.10 0.00 106.06 0.02 0.02 - -- - - -- - ----- 0.02 29.13 0.00 106.06 0.02 0.W - - - - - ---- - 0.02 29.17 0.00 106.06 0.02 0.02 - - - - - - - 0.02 29.20 0.00 106.06 0.02 0.02 - - - - - - - 0.02 29.23 0.00 106.05 0.02 0.02 - - - - - -- - 0.02 29.27 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.30 0.00 106.05 0.02 0.02 - - - - ---- - ----- 0.02 29.33 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.37 0.00 106.05 0.02 0.02 - ----- - - - - - 0.02 29.40 0.00 106.05 0.02 0.02 - --- - - - - -- 0.02 29.43 0.00 106.05 0.01 0.02 - - - - - - - 0.02 29.47 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.50 0.00 106.05 0.02 0.02 - --- - - - ----- - 0.02 29.53 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.57 0.00 106.05 0.02 0.02 - -- - - - - - 0.02 29.60 0.00 106.05 0.02 0.02 ----- -- - - ----- - - 0.02 29.63 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.67 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.70 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.73 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.77 0.00 106.05 0.02 0.02 - - - - - - - 0.02 29.80 0.00 106.04 0.02 0.02 - - - - ----- ---- - 0.02 Continues on next page... Page 13 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 afs cfs dfs cfs cfs cfs cfs cfs cfs cfs 29.83 0.00 106.04 0.02 0.02 - - - - - - - 0.02 29.87 0.00 106.04 0.02 0.02 -=-- ----- - - - - - 0.02 29.90 0.00 106.04 0.02 0.02 - --- ---- -- - - -- 0.02 29.93 0.00 106.04 0.02 0.02 ---- - - - - -- - 0.02 29.97 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.00 0.00 106.04 0.02 0.02 - ----- - - - - - 0.02 30.03 0.00 106.04 0.02 0.02 - - - - - - ----- 0.02 30.07 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.10 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.13 0.00 106.04 0.02 0.02 - -- - - - - - 0.02 30.17 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.20 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.23 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.27 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.30 0.00 106.04 0.02 0.02 - - - -- -- - - 0.02 30.33 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.37 0.00 106.04 0.02 0.02 - - - - ---- - - 0.02 30.40 0.00 106.04 0.02 0.02 - --- - ---- ----- - -- 0.02 30.43 0.00 106.04 0.02 0.02 - - - - - - - 0.02 30.47 0.00 106.04 0.02 0.02 - - - - - - 0.02 30.50 0.00 106.03 0.01 0.01 - - - - -- -- - 0.01 30.53 0.00 106.03 0.01 0.01 - - - - - - - 0.01 30.57 0.00 106.03 0.01 0.01 - - - - - - - 0.01 30.60 0.00 106.03 0.01 0.01 - - -- - - - - 0.01 30.63 0.00 106.03 0.01 0.01 - - - - - - - 0.01 30.67 0.00 106.03 0.01 0.01 - - - - - - ----- 0.01 30.70 0.00 106.03 0.01 0.01 - -- -- - --- - ----- 0.01 30.73 0.00 106.03 0.01 0.01 - ----- - - - - - 0.01 30.77 0.00 106.03 0.01 0.01 - ---- - - - - 0.01 30.80 0.00 106.03 0.01 0.01 - - - - - --- - 0.01 30.83 0.00 106.03 0.01 0.01 - - - - - - ---- 0.01 30.87 0.00 106.03 0.01 0.01 - - - - - - - 0.01 30.90 0.00 106.03 0.01 0.01 ---- - - - - - - 0.01 30.93 0.00 106.03 0.01 0.01 - - - - - - - 0.01 30.97 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.00 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.03 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.07 0.00 106.03 0.01 0.01 - ----- - - - - - 0.01 31.10 0.00 106.03 0.01 0.01 ----- - - - -- - - 0.01 31.13 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.17 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.20 0.00 106.03 0.01 0.01 --- -- - - - - - 0.01 31.23 0.00 106.03 0.01 0.01 ----- - - - - - - 0.01 31.27 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.30 0.00 106.03 0.01 0.01 - - - - - -- - 0.01 31.33 0.00 106.03 0.01 0.01 -- - - - - - - 0.01 31.37 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.40 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.43 0.00 106.03 0.01 0.01 - - - - - - - 0.01 31.47 0.00 106.02 0.01 0.01 - - - - - - - 0.01 31.50 0.00 106.02 0.01 0.01 - - - - - - - 0.01 Continues on next page... Page 14 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ 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 31.53 0.00 106.02 0.01 0.01 — — — — — — — 0.01 31.57 0.00 106.02 0.01 0.01 — — — — ----- — — 0.01 31.60 0.00 106.02 0.01 0.01 — — — — -- — — 0.01 ...End Hydrograph Report Page 1 Hydraflow HydrogWhs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 3.37 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = DETENTION BASIN Max. Elevation = 110.15 ft Max. Storage = 27,073 cuft Storage Indication method used. Outflow hydrograph volume=60,691 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.93 4.72 107.43 0.68 0.67 - - -- - - - - 0.67 11.97 5.42 107.55 0.72 0.71 - - -- -- - - - 0.71 12.00 6.36 107.69 0.77 0.75 - ----- ---- --- ----- -- -- 0.75 12.03 7.54 107.86 0.82 0.79 - - - - - - - 0.79 12.07 8.84 108.03 0.84 0.83 - - -- - - - - 0.83 12.10 10.17 108.16 0.89 0.86 - - ----- - - - ----- 0.86 12.13 11.39 108.31 0.91 0.90 - - - - - - 0.90 12.17 12.36 108.47 0.94 0.93 - - -- - - --- - 0.93 12.20 12.93 108.64 1.00 0.97 - - - - - - ---- 0.97 12.23 13.05<< 108.81 1.01 1.01 - - --- - - - - 1.01 12.27 12.87 108.99 1.08 1.04 - - - - - - - 1.04 12.30 12.50 109.16 1.09 1.07 - - -- ----- --- - - - 1.07 12.33 12.02 109.32 1.15 1.10 - - - - ----- - - 1.10 12.37 11.44 109.48 1.20 1.13 0.02 ----- ----- - - - - 1.15 12.40 10.77 109.62 1.27 1.15 0.11 - - - - - ----- 1.26 12.43 10.02 109.75 1.60 1.17 0.39 - - - - - - 1.55 12.47 9.20 109.87 2.00 1.17 0.79 - -- - - - - 1.95 12.50 8.31 109.97 2.38 1.17 1.20 -- --- - - -- - 2.37 12.53 7.41 110.03 2.68 1.16 1.51 - - - - - - 2.67 12.57 6.54 110.07 2.89 1.15 1.74 - - - - - - 2.89 12.60 5.79 110.10 3.06 1.14 1.91 - - - - - - 3.05 12.63 5.16 110.12 3.18 1.13 2.04 - - - - - - 3.18 12.67 4.63 110.13 3.26 1.13 2.13 - - - - - - 3.26 12.70 4.19 110.14 3.32 1.13 2.19 - - - - - - 3.32 12.73 3.80 110.15 3.36 1.13 2.23 - - - - - - 3.35 12.77 3.46 110.15<< 3.37 1.12 2.24 - - - - - - 3.37<< 12.80 3.18 110.15 3.37 1.12 2.24 - - --- - -- - 3.37 12.83 2.94 110.15 3.35 1.13 2.22 - - - --- ----- - 3.35 12.87 2.74 110.14 3.33 1.13 2.20 - - - - - - 3.32 12.90 2.57 110.14 3.29 1.13 2.16 - - - - - - 3.29 12.93 2.44 110.13 3.25 1.13 2.12 - - - - - - 3.25 12.97 2.32 110.12 3.21 1.13 2.07 - - - - ----- - 3.21 13.00 2.23 110.12 3.16 1.13 2.02 - - - --- - - 3.16 13.03 2.15 110.11 3.11 1.14 1.97 - - --- - - - 3.11 13.07 2.08 110.10 3.06 1.14 1.92 - - - - - - 3.06 13.10 2.02 110.09 3.01 1.14 1.87 - - - - - - 3.01 13.13 1.96 110.08 2.96 1.14 1.81 - - - - - - 2.96 13.17 1.90 110.07 2.91 1.15 1.76 -- - -- - - - 2.91 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.20 1.85 110.06 2.86 1.15 1.70 - - - - - - 2.85 13.23 1.80 110.05 2.81 1.15 1.65 - - -- - - - 2.80 13.27 1.76 110.04 2.76 1.16 1.60 - - -- - - - 2.75 13.30 1.72 110.03 2.70 1.16 1.54 - - - - - 2.70 13.33 1.69 110.02 2.65 1.16 1.49 - - - - - - 2.65 13.37 1.66 110.02 2.61 1.16 1.44 - - ---- ----- ---- - 2.60 13.40 1.64 110.01 2.56 1.16 1.39 - - - - - - 2.55 13.43 1.61 110.00 2.51 1.17 1.34 - - -- - - - 2.50 13.47 1.59 109.98 2.46 1.17 1.28 -- - - - -- - 2.45 13.50 1.57 109.97 2.41 1.17 1.23 - - - - - - 2.40 13.53 1.55 109.96 2.36 1.17 1.18 - - - - - - 2.35 13.57 1.54 109.95 2.32 1.17 1.13 ----- - -- - - - 2.30 13.60 1.52 109.94 2.27 1.17 1.08 - - - - - - 2.25 13.63 1.50 109.93 2.23 1.17 1.04 - - - ----- - -- 2.21 13.67 1.48 109.92 2.19 1.17 0.99 - - - - -- - 2.16 13.70 1.47 109.91 2.15 1.17 0.95 - - - ---- - ---- 2.12 13.73 1.45 109.90 2.11 1.17 0.91 - - - - - - 2.08 13.77 1.43 109.89 2.08 1.17 0.87 - - ---- - - - 2.04 13.80 1.41 109.88 2.04 1.17 0.83 ---- - --- - - - 2.00 13.83 1.39 109.87 2.01 1.17 0.80 - - - ----- - 1.97 13.87 1.38 109.86 1.97 1.17 0.76 - - - ----- - - 1.93 13.90 1.36 109.86 1.94 1.17 0.73 - - - - - - 1.90 13.93 1.34 109.85 1.91 1.17 0.69 - - - - - - 1.86 13.97 1.32 109.84 1.88 1.17 0.66 - -- - - - - 1.83 14.00 1.30 109.83 1.85 1.17 0.63 - - - - - - 1.80 14.03 1.29 109.83 1.82 1.17 0.60 - - - - - - 1.77 14.07 1.27 109.82 1.79 1.17 0.57 - - - - - -- 1.74 14.10 1.25 109.81 1.77 1.17 0.54 - - - - - - 1.71 14.13 1.23 109.81 1.74 1.17 0.51 - - - - - - 1.68 14.17 1.22 109.80 1.71 1.17 0.49 - - - - -- - 1.66 14.20 1.20 109.79 1.70 1.17 0.47 - - - - - - 1.64 14.23 1.19 109.79 1.68 1.17 0.46 - - - - - - 1.63 14.27 1.17 109.78 1.67 1.17 0.44 - - - - - - 1.61 14.30 1.16 109.77 1.65 1.17 0.43 - - - - - - 1.60 14.33 1.15 109.77 1.63 1.17 0.42 - - - - - - 1.58 14.37 1.14 109.76 1.62 1.17 0.40 - - -- -- -- - 1.57 14.40 1.13 109.75 1.60 1.17 0.39 - - - - - - 1.56 14.43 1.12 109.75 1.59 1.17 0.38 - - - - - - 1.54 14.47 1.11 109.74 1.57 1.16 0.36 - - - - - - 1.53 14.50 1.10 109.74 1.5� 1.16 0.35 - - - - - - 1.51 14.53 1.09 109.73 1.54 1.16 0.34 - - - - - - 1.50 14.57 1.08 109.72 1.52 1.16 0.32 - - - - -- ----- 1.49 14.60 1.08 109.72 1.51 1.16 0.31 - - - - - - 1.47 14.63 1.07 109.71 1.49 1.16 0.30 - - - - - - 1.46 14.67 1.06 109.71 1.48 1.16 0.29 - - - - -- - 1.45 14.70 1.05 109.70 1.47 1.16 0.27 -- - - - - - 1.44 14.73 1.04 109.70 1.45 1.16 0.26 - - - - - - 1.42 14.77 1.03 109.69 1.44 1.16 0.25 - - - - - - 1.41 14.80 1.02 109.68 1.42 1.16 0.24 - - - - - - 1.40 14.83 1.01 109.68 1.41 1.16 0.23 - - - - - - 1.39 14.87 1.01 109.67 1.40 1.16 0.22 - - - - ----- - 1.37 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) dfs ft cfs cfs cfs cfs cfs cfs efs cfs cfs cfs 14.90 1.00 109.67 1.38 1.16 0.20 - - - - - - 1.36 14.93 0.99 109.66 1.37 1.16 0.19 - - - -- - - 1.35 14.97 0.98 109.66 1.35 1.16 0.18 ---- ----- - - -- - 1.34 15.00 0.97 109.65 1.34 1.16 0.17 ---- - - - - - 1.33 15.03 0.96 109.65 1.33 1.16 0.16 - - - - - - 1.31 15.07 0.95 109.64 1.32 1.16 0.15 - - - - - - 1.30 15.10 0.94 109.64 1.30 1.16 0.14 - - - - - - 1.29 15.13 0.93 109.63 1.29 1.15 0.13 - - - ----- - ---- 1.28 15.17 0.93 109.63 1.28 1.15 0.11 - - - -- - - 1.27 15.20 0.92 109.62 1.26 1.15 0.10 - - - - ----- - 1.26 15.23 0.91 109.62 1.25 1.15 0.09 - - - - - - 1.25 15.27 0.90 109.61 1.24 1.15 0.08 - - - - - - 1.24 15.30 0.89 109.61 1.23 1.15 0.07 - - - - - - 1.22 15.33 0.88 109.60 1.21 1.15 0.06 - - - - - - 1.21 15.37 0.87 109.60 1.21 1.15 0.06 -- - -- -- - 1.21 15.40 0.86 109.59 1.21 1.15 0.05 - -- - - - -- 1.21 15.43 0.85 109.59 1.21 1.15 0.05 - - - -- - - 1.20 15.47 0.85 109.58 1.21 1.15 0.05 - - - - - - 1.20 15.50 0.84 109.58 1.21 1.15 0.05 - - - - - - 1.20 15.53 0.83 109.57 1.21 1.15 0.05 - - - - - - 1.20 15.57 0.82 109.57 1.21 1.15 0.05 - ---- -- ----- --- - 1.19 15.60 0.81 109.56 1.20 1.15 0.05 - ----- - - - - 1.19 15.63 0.80 109.55 1.20 1.14 0.04 - - - - - - 1.19 15.67 0.79 109.55 1.20 1.14 0.04 -- ----- -- -- ----- - 1.19 15.70 0.78 109.54 1.20 1.14 0.04 - - - - - - 1.18 15.73 0.77 109.54 1.20 1.14 0.04 - - - - - 1.18 15.77 0.76 109.53 1.20 1.14 0.04 -- --- - -- -- -- 1.18 15.80 0.76 109.53 1.20 1.14 0.04 - ----- - - - - 1.17 15.83 0.75 109.52 1.20 1.14 0.03 -- - - - - - 1.17 15.87 0.74 109.51 1.20 1.14 0.03 -- - -- ----- -- -- 1.17 15.90 0.73 109.51 1.20 1.14 0.03 - - - - - ---- 1.17 15.93 0.72 109.50 1.20 1.13 0.03 - - - - -- - 1.16 15.97 0.71 109.49 1.20 1.13 0.03 - - - - - - 1.16 16.00 0.70 109.49 1.20 1.13 0.02 - - ---- - - - 1.16 16.03 0.69 109.48 1.20 1.13 0.02 -- - - -- - - 1.15 16.07 0.68 109.47 1.20 1.13 0.02 - ----- -- -- - - 1.15 16.10 0.67 109.47 1.19 1.13 0.02 - - - - - - 1.15 16.13 0.67 109.46 1.19 1.13 0.02 - - - - - - 1.14 16.17 0.66 109.45 1.19 1.13 0.01 - - -- - - - 1.14 16.20 0.65 109.45 1.16 1.13 0.01 - - - - - - 1.14 16.23 0.64 109.44 1.19 1.12 0.01 - - - ----- - - 1.13 16.27 0.64 109.43 1.19 1.12 0.01 -- - - ----- - - 1.13 16.30 0.63 109.42 1.19 1.12 0.01 - - - - - - 1.13 16.33 0.63 109.42 1.19 1.12 0.00 - - - - - - 1.12 16.37 0.62 109.41 1.19 1.12 0.00 ----- ----- - - ----- - 1.12 16.40 0.62 109.40 1.19 1.12 0.00 - - - - - - 1.12 16.43 0.61 109.39 1.19 1.12 - - - - - - 1.12 16.47 0.61 109.39 1.18 1.12 - - - ----- - ----- - 1.12 16.50 0.60 109.38 1.18 1.11 - ----- - - - - - 1.11 16.53 0.60 109.37 1.17 1.11 - - - - ----- - - 1.11 16.57 0.59 109.36 1.17 1.11 - - - - - - - 1.11 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds It cfs afs cfs cfs cfs cfs cfs cfs cfs efs 16.60 0.59 109.36 1.17 1.11 - - - - - - - 1.11 16.63 0.59 109.35 1.16 1.11 1.11 16.67 0.58 109.34 1.16 1.11 - - ---- - -- -- - 1.11 16.70 0.58 109.33 1.16 1.11 - - - - - - - 1.11 16.73 0.57 109.33 1.15 1.10 - - - - - - - 1.10 16.77 0.57 109.32 1.15 1.10 - --- -- - - - - 1.10 16.80 0.57 109.31 1.14 1.10 - - - - - - - 1.10 16.83 0.56 109.30 1.14 1.10 - - ----- - - - 1.10 16.87 0.56 109.29 1.14 1.10 - -- - - - -- - 1.10 16.90 0.56 109.29 1.13 1.10 - - -- - - - ---- 1.10 16.93 0.55 109.28 1.13 1.10 - - - - - - - 1.10 16.97 0.55 109.27 1.12 1.09 -- -- ---- -- -- - - 1.09 17.00 0.54 109.26 1.12 1.09 - - - - - - - 1.09 17.03 0.54 109.25 1.12 1.09 ---- - - - - - - 1.09 17.07 0.54 109.25 1.11 1.09 - -- - -- ----- --- ----- 1.09 17.10 0.53 109.24 1.11 1.09 - ----- - - - - - 1.09 17.13 0.53 109.23 1.10 1.09 - - - - - - - 1.09 17.17 0.52 109.22 1.10 1.09 -- -- -- - -- - - 1.09 17.20 0.52 109.21 1.10 1.09 - - - - - - - 1.09 17.23 0.52 109.21 1.09 1.08 - - - - -- - - 1.08 17.27 0.51 109.20 1.09 1.08 - -- - - - - - 1.08 17.30 0.51 109.19 1.09 1.08 - - - - - - - 1.08 17.33 0.50 109.18 1.09 1.08 - - - - - - - 1.08 17.37 0.50 109.17 1.09 1.08 -- --- --- - - -- -- 1.08 17.40 0.50 109.16 1.09 1.08 ---- - -- - ----- - - 1.08 17.43 0.49 109.15 1.09 1.07 - - - - - - - 1.07 17.47 0.49 109.15 1.09 1.07 - -- -- -- - - --- 1.07 17.50 0.48 109.14 1.09 1.07 - - - - - - - 1.07 17.53 0.48 109.13 1.09 1.07 - - - - - - --- 1.07 17.57 0.48 109.12 1.09 1.07 - - --- --- - - ---- 1.07 17.60 0.47 109.11 1.09 1.06 - - - - - - - 1.06 17.63 0.47 109.10 1.09 1.06 - - - - - ---- - 1.06 17.67 0.46 109.09 1.09 1.06 - - - - - -- - 1.06 17.70 0.46 109.09 1.09 1.06 - - - - - - - 1.06 17.73 0.46 109.08 1.09 1.06 - - - - - - - 1.06 17.77 0.45 109.07 1.09 1.06 -- - - - - - - 1.06 17.80 0.45 109.06 1.09 1.05 - - - - - - - 1.05 17.83 0.44 109.05 1.09 1.05 - - - - - - - 1.05 17.87 0.44 109.04 1.09 1.05 ---- - -- - - - - 1.05 17.90 0.44 109.03 1.OJ 1.05 - - - - - - - 1.05 17.93 0.43 109.02 1.09 1.05 - ---- - - - - - 1.05 17.97 0.43 109.01 1.09 1.05 - -- -- --- - ---- ---- 1.05 18.00 0.42 109.00 1.09 1.04 - - - - - - - 1.04 18.03 0.42 109.00 1.09 1.04 - - - - - - - 1.04 18.07 0.42 108.99 1.08 1.04 - - - - - - - 1.04 18.10 0.41 108.98 1.08 1.04 - - - - - - - 1.04 18.13 0.41 108.97 1.08 1.04 - - - - - - - 1.04 18.17 0.40 108.96 1.07 1.03 - - - ---- - - - 1.03 18.20 0.40 108.95 1.07 1.03 - - - - ----- - - 1.03 18.23 0.40 108.94 1.06 1.03 - - - -- - - - 1.03 18.27 0.40 108.93 1.06 1.03 -- - - - - -- - 1.03 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hm) cfs It Cfs cfs cfs cfs Cfs Cfs cfs cfs cfs cfs 18.30 0.39 108.92 1.06 1.03 - - ---- - - - - 1.03 18.33 0.39 108.91 1.05 1.03 1.03 18.37 0.39 108.90 1.05 1.02 - - - - - - - 1.02 18.40 0.39 108.89 1.04 1.02 - - - - ----- - - 1.02 18.43 0.39 108.88 1.04 1.02 - - - - - - - 1.02 18.47 0.39 108.88 1.04 1.02 1.02 18.50 0.38 108.87 1.03 1.02 - - - - - - - 1.02 18.53 0.38 108.86 1.03 1.01 - - -- - - - - 1.01 18.57 0.38 108.85 1.02 1.01 - - -- - -- - - 1.01 18.60 0.38 108.84 1.02 1.01 - - ---- - - - - 1.01 18.63 0.38 108.83 1.02 1.01 - ---- - - - - - 1.01 18.67 0.38 108.82 1.01 1.01 - - - - - - - 1.01 18.70 0.38 108.81 1.01 1.01 - ----- - - - - --- 1.01 18.73 0.38 108.80 1.00 1.00 -- - - -- -- - ---- 1.00 18.77 0.37 108.79 1.00 1.00 - - -- ----- ----- - -- 1.00 18.80 0.37 108.78 1.00 1.00 - -- -- --- - - -- 1.00 18.83 0.37 108.77 1.00 1.00 - - - - - - - 1.00 18.87 0.37 108.77 1.00 1.00 - - - --- - - -- 1.00 18.90 0.37 108.76 1.00 0.99 - - - - - - - 0.99 18.93 0.37 108.75 1.00 0.99 - - - ----- --- - - 0.99 18.97 0.37 108.74 1.00 0.99 - - -- - - -- -- 0.99 19.00 0.37 108.73 1.00 0.99 - - - - - - - 0.99 19.03 0.36 108.72 1.00 0.99 - - - - - - -- 0.99 19.07 0.36 108.71 1.00 0.98 -- --- --- -- - -- ---- 0.98 19.10 0.36 108.70 1.00 0.98 - - - - - - - 0.98 19.13 0.36 108.69 1.00 0.98 - ----- - - - ----- - 0.98 19.17 0.36 108.68 1.00 0.98 ----- -- - - - -- - 0.98 19.20 0.36 108.67 1.00 0.98 - - - - - - - 0.98 19.23 0.36 108.66 1.00 0.98 - - - - - - - 0.98 19.27 0.36 108.66 1.00 0.97 - - - - - - - 0.97 19.30 0.36 108.65 1.00 0.97 - - - - - - - 0.97 19.33 0.35 108.64 1.00 0.97 - - - - - - - 0.97 19.37 0.35 108.63 1.00 0.97 - - - - - - - 0.97 19.40 0.35 108.62 1.00 0.97 - - - - - - - 0.97 19.43 0.35 108.61 1.00 0.96 - - - ---- - - - 0.96 19.47 0.35 108.60 0.99 0.96 - - - - - - ----- 0.96 19.50 0.35 108.59 0.% 0.W - - - - - - - 0.96 19.53 0.35 108.58 0.99 0.96 - - ----- - - - - 0.96 19.57 0.35 108.58 0.98 0.96 -- - - -- ----- - - 0.96 19.60 0.34 108.57 0.98 0.95 - - - - ----- - - 0.95 19.63 0.34 108.56 0.98 0.95 - - - - - - - 0.95 19.67 0.34 108.55 0.97 0.95 - - -- - - - - 0.95 19.70 0.34 108.54 0.97 0.95 - - - - - ----- - 0.95 19.73 0.34 108.53 0.97 0.95 - - - - - - - 0.95 19.77 0.34 108.52 0.96 0.94 - - - - - -- - 0.94 19.80 0.34 108.51 0.96 0.94 - - - - - - - 0.94 19.83 0.34 108.50 0.96 0.94 - - - - - - - 0.94 19.87 0.33 108.50 0.95 0.94 - - - - - - - 0.94 19.90 0.33 108.49 0.95 0.94 - - - - - - - 0.94 19.93 0.33 108.48 0.95 0.93 - - - - - - - 0.93 19.97 0.33 108.47 0.94 0.93 - - - - -- - --- 0.93 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) cfs ft cfs cfs cfs eft cfs cfs cfs cfs cfs cfs 20.00 0.33 108.46 0.94 0.93 - - - - - - - 0.93 20.03 0.33 108.45 0.94 0.93 =-- - - - - - - 0.93 20.07 0.33 108.44 0.93 0.93 - - -- - -- - - 0.93 20.10 0.33 108.43 0.93 0.93 - - - - - - - 0.93 20.13 0.33 108.42 0.93 0.92 - - - - - - - 0.92 20.17 0.32 108.42 0.92 0.92 - - - - - ----- - 0.92 20.20 0.32 108.41 0.92 0.92 - - - - - - - 0.92 20.23 0.32 108.40 0.92 0.92 - - - - - - - 0.92 20.27 0.32 108.39 0.92 0.92 - - - -- - - - 0.92 20.30 0.32 108.38 0.92 0.91 - - - - --- -- - 0.91 20.33 0.32 108.37 0.92 0.91 - - ----- - - - - 0.91 20.37 0.32 108.36 0.92 0.91 ----- - - - - - - 0.91 20.40 0.32 108.35 0.91 0.91 - - - - - - - 0.91 20.43 0.31 108.35 0.91 0.91 - - - -- - - - 0.91 20.47 0.31 108.34 0.91 0.90 - -- -- -- ----- - - 0.90 20.50 0.31 108.33 0.91 0.90 - - - ---- - - - 0.90 20.53 0.31 108.32 0.91 0.90 - - - - - - - 0.90 20.57 0.31 108.31 0.91 0.90 - --- ----- - --- - - 0.90 20.60 0.31 108.30 0.91 0.90 - - - - - - - 0.90 20.63 0.31 108.29 0.91 0.89 - - - --- - - 0.89 20.67 0.31 108.29 0.91 0.89 - - - - --- - -- 0.89 20.70 0.30 108.28 0.91 0.89 - - - ---- - - -- 0.89 20.73 0.30 108.27 0.91 0.89 - - - - - - - 0.89 20.77 0.30 108.26 0.91 0.89 -- -- --- -- -- -- - 0.89 20.80 0.30 108.25 0.91 0.88 - - - - - - - 0.88 20.83 0.30 108.24 0.91 0.88 - -- - - - - ---- 0.88 20.87 0.30 108.23 0.91 0.88 ----- - -- - - -- - 0.88 20.90 0.30 108.23 0.91 0.88 -- -- - - - - - 0.88 20.93 0.30 108.22 0.91 0.88 - - -- - - - - 0.88 20.97 0.30 108.21 0.90 0.87 ----- - ---- - - - -- 0.87 21.00 0.29 108.20 0.90 0.87 - - - - - - - 0.87 21.03 0.29 108.19 0.90 0.87 - - - - - - -- 0.87 21.07 0.29 108.18 0.90 0.87 - - - - ---- - - 0.87 21.10 0.29 108.18 0.89 0.87 - - - - - - - 0.87 21.13 0.29 108.17 0.89 0.87 - - - - - - - 0.87 21.17 0.29 108.16 0.89 0.86 - ----- -- - - - - 0.86 21.20 0.29 108.15 0.88 0.86 - - - - - - - 0.86 21.23 0.29 108.14 0.88 0.86 - - - - - - - 0.86 21.27 0.28 108.13 0.88 0.86 - - -- - - ----- - 0.86 21.30 0.28 108.12 0.8� 0.86 - - - - - - - 0.86 21.33 0.28 108.12 0.87 0.85 - - - - ----- ----- ----- 0.85 21.37 0.28 108.11 0.87 0.85 - -- --- - - ----- -- 0.85 21.40 0.28 108.10 0.87 0.85 - - - - - - - 0.85 21.43 0.28 108.09 0.86 0.85 - - - - - - - 0.85 21.47 0.28 108.08 0.86 0.85 - - -- -- - - - 0.85 21.50 0.28 108.07 0.86 0.84 - - - - - - - 0.84 21.53 0.27 108.07 0.85 0.84 - - - - - - - 0.84 21.57 0.27 108.06 0.85 0.84 - - - - - - -- 0.84 21.60 0.27 108.05 0.85 0.84 - - - - - - - 0.84 21.63 0.27 108.04 0.84 0.84 - - - ----- - - ---- 0.84 21.67 0.27 108.03 0.84 0.83 - - ----- - - ----- - 0.83 Continues on next page... Page 7 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) cfs ft cfs cfs cfs cfs cfs cfs cis cfs cfs cfs 21.70 0.27 108.02 0.84 0.83 - - - - - - - 0.83 21.73 0.27 108.02 0.83 0.83 ---- - - - - - - 0.83 21.77 0.27 108.01 0.83 0.83 ----- - -- - - - - 0.83 21.80 0.26 108.00 0.83 0.83 - - - - - - - 0.83 21.83 0.26 107.98 0.83 0.82 - - - - - - - 0.82 21.87 0.26 107.97 0.83 0.82 ----- - - - - - -- 0.82 21.90 0.26 107.95 0.82 0.81 - - - - - - - 0.81 21.93 0.26 107.94 0.82 0.81 - - - - - - - 0.81 21.97 0.26 107.92 0.82 0.81 - - - - - - - 0.81 22.00 0.26 107.91 0.82 0.80 - -- - - - - - 0.80 22.03 0.27 107.89 0.82 0.80 - - - - - - - 0.80 22.07 0.28 107.88 0.82 0.79 - - - - - - - 0.79 22.10 0.29 107.87 0.82 0.79 - - - - - - - 0.79 22.13 0.30 107.85 0.82 0.79 -- - - ---- - ---- - 0.79 22.17 0.31 107.84 0.82 0.78 -- - - - - _- - 0.78 22.20 0.32 107.83 0.82 0.78 - ---- --- - ---- -- - 0.78 22.23 0.32 107.81 0.82 0.78 - - - - - - - 0.78 22.27 0.31 107.80 0.82 0.77 - - -- - __- - - 0.77 22.30 0.31 107.79 0.81 0.77 - - - - ---- - - 0.77 22.33 0.30 107.77 0.81 0.77 - - - - - - 0.77 22.37 0.30 107.76 0.80 0.76 --- - ----- - ---- - ----- 0.76 22.40 0.29 107.75 0.80 0.76 - - - - - - - 0.76 22.43 0.29 107.74 0.79 0.76 -- - - - - -- - 0.76 22.47 0.28 107.72 0.79 0.75 - - -- - - - - 0.75 22.50 0.28 107.71 0.78 0.75 - ---- - - - - - 0.75 22.53 0.27 107.70 0.78 0.75 - - - - - - -- 0.75 22.57 0.26 107.68 0.77 0.74 -- ----- -- - ----- - - 0.74 22.60 0.26 107.67 0.77 0.74 -- - - - - - - 0.74 22.63 0.26 107.66 0.76 0.74 - - - - - - - 0.74 22.67 0.26 107.64 0.76 0.73 - ----- - - -- -- - 0.73 22.70 0.25 107.63 0.75 0.7.3 - - - - - - - 0.73 22.73 0.25 107.62 0.74 0.73 - - ----- - - - - 0.73 22.77 0.25 107.60 0.74 0.72 - - - - -- - - 0.72 22.80 0.25 107.59 0.73 0.72 - - - - -- - - 0.72 22.83 0.25 107.58 0.73 0.72 - - - - - - - 0.72 22.87 0.25 107.57 0.73 0.71 -- - - ----- - - -- 0.71 22.90 0.25 107.55 0.72 0.71 - - - - - - - 0.71 22.93 0.25 107.54 0.72 0.71 - - - - - ----- - 0.71 22.97 0.25 107.53 0.71 0.70 - ----- - - - - - 0.70 23.00 0.25 107.51 0.71 0.70 - - - - - - - 0.70 23.03 0.25 107.50 0.70 0.70 - - - - - - --- 0.70 23.07 0.24 107.49 0.70 0.69 -- ----- -- - - -- - 0.69 23.10 0.24 107.48 0.69 0.69 - - - - - - - 0.69 23.13 0.24 107.47 0.69 0.69 - - - - - - - 0.69 23.17 0.24 107.45 0.69 0.68 - - - - - - - 0.68 23.20 0.24 107.44 0.68 0.68 - - - - - - - 0.68 23.23 0.24 107.43 0.68 0.67 - - - ---- - --- - 0.67 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 5.81 cfs Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = DETENTION BASIN Max. Elevation = 110.53 ft Max. Storage = 31,920 cuft Storage Indication method used. outflow hydrograph volume=76,180 cuff Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D EXF1I Outflow (hrs) dfs ft cfs cfs cfs cfs cfs cfs cfs efs cfs cfs 12.27 16.07 109.63 1.30 1.15 0.13 - - - -- - - 1.29 12.30 15.58 109.84 1.89 1.17 0.67 - - - - - - 1.84 12.33 14.95 110.02 2.64 1.16 1.47 --- ---_ _____ - _____ -_ 2.64 12.37 14.21 110.13 3.24 1.13 2.11 - - - - - - 3.24 12.40 13.35 110.22 3.79 1.11 2.68 - ---- - ---- - - 3.79 12.43 12.40 110.31 4.30 1.10 3.20 ----- -- - - -- - 4.30 12.47 11.36 110.37 4.73 1.09 3.64 - -- - - - 4.73 12.50 10.25 110.43 5.10 1.08 4.02 -- - -- - - - 5.10 12.53 9.12 110.47 5.40 1.06 4.34 - -- -- - -- ---- 5.40 12.57 8.04 110.50 5.61 1.05 4.55 - - - - - - 5.61 12.60 7.10 110.52 5.74 1.05 4.69 - ---- - - - - 5.74 12.63 6.32 110.52 5.80 1.05 4.75 -- --- -_- -- - - 5.80 12.67 5.68 110.53<< 5.81 1.05 4.77 - - - - - - 5.81 << 12.70 5.12 110.52 5.79 1.05 4.74 - - - - - - 5.79 12.73 4.65 110.51 5.73 1.05 4.68 -- -- -- - - -- 5.73 12.77 4.23 110.50 5.64 1.05 4.59 - -- - - - - 5.64 12.80 3.88 110.49 5.54 1.06 4.48 - - - - - - 5.54 12.83 3.59 110.47 5.42 1.06 4.36 - - -- -- - -- 5.42 12.87 3.34 110.45 5.29 1.07 4.23 ---- - - - - - 5.29 12.90 3.14 110.44 5.16 1.07 4.09 - - - - - - 5.16 12.93 2.97 110.42 5.02 1.08 3.94 - -- -- - - -- 5.02 12.97 2.84 110.40 4.89 1.09 3.80 - - - - - - 4.89 13.00 2.72 110.38 4.77 1.09 3.68 - - - - - - 4.77 13.03 2.62 110.36 4.65 1.09 3.56 -- ----- - - -- -- 4.65 13.07 2.54 110.34 4.53 1.09 3.44 - - - - - --- 4.53 13.10 2.46 110.32 4.42 1.10 3.32 - - - - - --- 4.42 13.13 2.39 110.31 4.30 1.10 3.21 - -- - - - -- 4.30 13.17 2.32 110.29 4.19 1.10 3.09 - - - - - - 4.19 13.20 2.25 110.27 4.09 1.10 2.98 - - - - - - 4.09 13.23 2.20 110.25 3.98 1.10 2.88 -- - - - - - 3.98 13.27 2.14 110.24 3.88 1.11 2.77 - - - - - - 3.88 13.30 2.10 110.22 3.78 1.11 2.67 - ---- - - - 3.78 13.33 2.06 110.21 3.68 1.11 2.57 - - ----- - - - 3.68 13.37 2.02 110.19 3.59 1.11 2.48 - - - - - - 3.59 13.40 1.99 110.18 3.52 1.12 2.40 - - - - - =-- 3.51 13.43 1.96 110.16 3.44 1.12 2.32 - - -- - - - 3.44 13.47 1.94 110.15 3.36 1.12 2.24 - - - - - - 3.36 13.50 1.91 110.14 3.29 1.13 2.16 - - - - - - 3.29 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv C Civ D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.53 1.89 110.13 3.22 1.13 2.09 - - - - - - 3.22 13.57 1.87 110.11 3.15 1.14 2.02 - - - - - - 3.15 13.60 1.85 110.10 3.09 1.14 1.95 -- - - -- ----- - 3.09 13.63 1.82 110.09 3.03 1.14 1.88 - - - - - - 3.02 13.67 1.80 110.08 2.96 1.14 1.82 - - - - - - 2.96 13.70 1.78 110.07 2.91 1.15 1.75 - ---- - - - - 2.90 13.73 1.76 110.06 2.85 1.15 1.69 - - - - - - 2.84 13.77 1.74 110.05 2.79 1.15 1.64 ----- - - - - - 2.79 13.80 1.71 110.04 2.74 1.16 1.58 ----- -- -- - -- - 2.74 13.83 1.69 110.03 2.69 1.16 1.53 - - - - - - 2.68 13.87 1.67 110.02 2.64 1.16 1.47 - - - - - - 2.63 13.90 1.65 110.01 2.59 1.16 1.42 - - - - -- - 2.58 13.93 1.63 110.00 2.54 1.17 1.37 - - - - - - 2.54 13.97 1.60 109.99 2.49 1.17 1.32 -- ----- - -- - - 2.48 14.00 1.58 109.98 2.44 1.17 1.26 - --- - ----- --- - 2.43 14.03 1.56 109.97 2.39 1.17 1.21 - - - --- ---- -- 2.38 14.07 1.54 109.96 2.35 1.17 1.16 - - - - - - 2.33 14.10 1.52 109.95 2.30 1.17 1.11 - - - - -- ---- 2.28 14.13 1.50 109.93 2.26 1.17 1.06 - - - - - - 2.23 14.17 1.48 109.92 2.21 1.17 1.02 - - - - - 2.19 14.20 1.46 109.91 2.17 1.17 0.97 -- - - -- - - 2.14 14.23 1.44 109.90 2.13 1.17 0.93 - ----- - - - - 2.10 14.27 1.42 109.89 2.09 1.17 0.89 - - - - - - 2.06 14.30 1.41 109.88 2.06 1.17 0.85 - ----- - -- ----- -- 2.02 14.33 1.40 109.88 2.02 1.17 0.81 - - - - - - 1.98 14.37 1.38 109.87 1.99 1.17 0.78 ----- ----- -- - - - 1.95 14.40 1.37 109.86 1.96 1.17 0.74 --- - -- -- -- -- 1.91 14.43 1.36 109.85 1.92 1.17 0.71 - - - - - - 1.88 14.47 1.35 109.84 1.89 1.17 0.68 -- - -- - - - 1.85 14.50 1.34 109.84 1.87 1.17 0.65 -- - - - --- ---- 1.82 14.53 1.32 109.83 1.84 1.17 0.62 ---- - - - - - 1.79 14.57 1.31 109.82 1.81 1.17 0.59 - - - - -- - 1.76 14.60 1.30 109.82 1.79 1.17 0.56 -- ----- - -- - --- 1.73 14.63 1.29 109.81 1.76 1.17 0.53 - - - - - - 1.70 14.67 1.28 109.81 1.74 1.17 0.51 - - - - ---- - 1.68 14.70 1.27 109.80 1.71 1.17 0.49 - - - - -- - 1.66 14.73 1.26 109.79 1.70 1.17 0.47 - - - - - - 1.64 14.77 1.25 109.79 1.69 1.17 0.46 - - - - -- - 1.63 14.80 1.24 109.78 1.67 1.17 0.45 - - - - - - 1.62 14.83 1.23 109.78 1.66 1.17 0.44 - - - - - - 1.61 14.87 1.22 109.77 1.64 1.17 0.43 - - - - - - 1.59 14.90 1.21 109.77 1.63 1.17 0.41 - - - - - -- 1.58 14.93 1.20 109.76 1.62 1.17 0.40 - - - - - - 1.57 14.97 1.19 109.76 1.60 1.17 0.39 - - - ----- - - 1.56 15.00 1.17 109.75 1.59 1.17 0.38 ----- -- - - --- - 1.54 15.03 1.16 109.74 1.58 1.16 0.37 - - - - - - 1.53 15.07 1.15 109.74 1.56 1.16 0.36 - - - - ----- - 1.52 15.10 1.14 109.73 1.55 1.16 0.34 - -- - - - =--- 1.51 15.13 1.13 109.73 1.53 1.16 0.33 - - - ---- - ----- 1.50 15.17 1.12 109.72 1.52 1.16 0.32 -- - - - - - 1.48 15.20 1.11 109.72 1.51 1.16 0.31 -- - ----- - -- - 1.47 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.23 1.10 109.71 1.49 1.16 0.30 - - - - - - 1.46 15.27 1.09 109.71 1.48 1.16 0.29 - - - - - - 1.45 15.30 1.08 109.70 1.47 1.16 0.28 -- -- -- - - - 1.44 15.33 1.07 109.70 1.45 1.16 0.26 - ---- - - - - 1.42 15.37 1.06 109.69 1.44 1.16 0.25 - - - - - - 1.41 15.40 1.04 109.69 1.43 1.16 0.24 - ---- -- - - - 1.40 15.43 1.03 109.68 1.41 1.16 0.23 - - - - - - 1.39 15.47 1.02 109.68 1.40 1.16 0.22 - - -- - - - 1.38 15.50 1.01 109.67 1.39 1.16 0.21 - -- - -- - - 1.37 15.53 1.00 109.67 1.37 1.16 0.20 - - -- - - - 1.35 15.57 0.99 109.66 1.36 1.16 0.19 --- - - - - - 1.34 15.60 0.98 109.65 1.35 1.16 0.17 - --- - -- - - 1.33 15.63 0.97 109.65 1.33 1.16 0.16 - - - - - - 1.32 15.67 0.96 109.64 1.32 1.16 0.15 - - - ----- -- -- 1.31 15.70 0.95 109.64 1.31 1.16 0.14 ---- - -- ---- --_ --_ 1.30 15.73 0.93 109.63 1.30 1.15 0.13 ----- -- ---- -- ---- --- 1.29 15.77 0.92 109.63 1.28 1.15 0.12 - - - - - - 1.27 15.80 0.91 109.62 1.27 1.15 0.11 -- -- - - -- -- 1.26 15.83 0.90 109.62 1.26 1.15 0.10 ---- - - - ----- - 1.25 15.87 0.89 109.61 1.24 1.15 0.09 ---- - - - - 1.24 15.90 0.88 109.61 1.23 1.15 0.08 -- - ---- ----- - ----- 1.23 15.93 0.87 109.60 1.22 1.15 0.06 -- - - - - - 1.22 15.97 0.86 109.60 1.21 1.15 0.06 ---- - - - -- - 1.21 16.00 0.85 109.59 1.21 1.15 0.05 -- -- ----- -- - - 1.21 16.03 0.84 109.59 1.21 1.15 0.05 - - - - - - 1.20 16.07 0.82 109.58 1.21 1.15 0.05 . - - - - - - 1.20 16.10 0.81 109.58 1.21 1.15 0.05 ---- - -- - - - 1.20 16.13 0.80 109.57 1.21 1.15 0.05 - - - - - - 1.20 16.17 0.79 109.57 1.21 1.15 0.05 - ---- - - - - 1.19 16.20 0.79 109.56 1.20 1.14 0.05 ----- - - -- ----- ----- 1.19 16.23 0.78 109.55 1.20 1.14 0.04 - - - - - - 1.19 16.27 0.77 109.55 1.20 1.14 0.04 - - - - - - 1.18 16.30 0.76 109.54 1.20 1.14 0.04 - - - ---- - - 1.18 16.33 0.76 109.54 1.20 1.14 0.04 - - - - - 1.18 16.37 0.75 109.53 1.20 1.14 0.04 - - - - - - 1.18 16.40 0.74 109.52 1.20 1.14 0.03 - - - - - - 1.17 16.43 0.74 109.52 1.20 1.14 0.03 - - - - - - 1.17 16.47 0.73 109.51 1.20 1.14 0.03 - - ----- - - - 1.17 16.50 0.73 109.50 1.20 1.14 0.03 ----- - - - - - 1.16 ...End Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 7.95 cfs Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = DETENTION BASIN Max. Elevation = 110.84 ft Max. Storage = 36,045 cuft Storage Indication method used. Outflow hydrograph volume=90,026 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) ds ft cfs efs cfs ds cfs ds cfs ds ds cfs 12.23 19.23<< 109.96 2.36 1.17 1.18 - - - - - - 2.35 12.27 18.89 110.13 3.22 1.13 2.09 -- - - - - - 3.22 12.30 18.29 110.26 4.04 1.10 2.94 - -- - - - - 4.04 12.33 17.53 110.39 4.82 1.09 3.74 - - - - - ----- 4.82 12.37 16.64 110.50 5.61 1.05 4.56 - - - - - - 5.61 12.40 15.62 110.59 6.30 1.03 5.27 ---- - - - ----- - 6.30 12.43 14.48 110.67 6.82 0.99 5.83 - - - - - 6.82 12.47 13.25 110.73 7.24 0.97 6.28 - - - - - - 7.24 12.50 11.95 110.78 7.56 0.95 6.61 - - - --- - -- 7.56 12.53 10.62 110.82 7.78 0.93 6.84 - - - - -- - 7.78 12.57 9.35 110.83 7.90 0.92 6.98 - - - - - - 7.90 12.60 8.25 110.84<< 7.95 0.92 7.03 - - -- - - -- 7.95 << 12.63 7.34 110.84 7.94 0.92 7.02 - - - - - - 7.94 12.67 6.59 110.83 7.89 0.92 6.96 -- - - - - - 7.89 12.70 5.95 110.82 7.80 0.93 6.87 -- - -- - - -- 7.80 12.73 5.39 110.80 7.68 0.94 6.74 - - - - - - 7.68 12.77 4.91 110.78 7.53 0.95 6.58 - - - - - - 7.53 12.80 4.50 110.75 7.36 0.96 6.40 -- - - - - -- 7.36 12.83 4.16 110.72 7.18 0.97 6.21 - - - - - - 7.18 12.87 3.87 110.70 6.99 0.98 6.01 - - - - - - 6.99 12.90 3.63 110.67 6.80 1.00 5.80 -- - - -- - - 6.80 12.93 3.44 110.64 6.60 1.01 5.60 - - - - - -- 6.60 12.97 3.28 110.61 6.41 1.02 5.39 - - - - - - 6.41 13.00 3.15 110.58 6.21 1.03 5.18 --- - - ---- - - 6.21 13.03 3.04 110.55 6.01 1.04 4.97 - - - - - - 6.01 13.07 2.94 110.53 5.81 1.05 4.76 - - - - - - 5.81 13.10 2.85 110.50 5.62 1.05 4.56 - - -- - - - 5.62 13.13 2.76 110.47 5.43 1.06 4.37 - - - - - - 5.43 13.17 2.68 110.45 5.26 1.07 4.19 - - - - - - 5.26 13.20 2.60 110.43 5.09 1.08 4.01 - - - - - - 5.09 13.23 2.54 110.40 4.92 1.08 3.84 - - - - - - 4.92 13.27 2.48 110.38 4.78 1.09 3.69 - - - - - 4.78 13.30 2.43 110.36 4.65 1.09 3.56 - - - - - 4.65 13.33 2.38 110.34 4.52 1.09 3.43 - - - - - - 4.52 13.37 2.34 110.32 4.40 1.10 3.31 - - - - - -= 4.40 13.40 2.30 110.30 4.28 1.10 3.19 - - - - - - 4.28 13.43 2.27 110.28 4.17 1.10 3.07 - - - - - - 4.17 13.47 2.24 110.27 4.06 1.10 2.96 - - ----- - --- - 4.06 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) eft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.50 2.21 110.25 3.96 1.10 2.85 - - - - - - 3.96 13.53 2.18 110.24 3.86 1.11 2.75 -- - - - - ---- 3.86 13.57 2.16 110.22 3.76 1.11 2.65 -- --- -- - - -- 3.76 13.60 2.13 110.21 3.67 1.11 2.56 - ----- - - - - 3.67 13.63 2.11 110.19 3.59 1.11 2.48 - - - -. - - 3.59 13.67 2.08 110.18 3.51 1.12 2.40 -- - - - - - 3.51 13.70 2.06 110.17 3.44 1.12 2.32 - - - - - - 3.44 13.73 2.03 110.15 3.37 1.12 2.25 -- - - - - - 3.37 13.77 2.00 110.14 3.30 1.13 2.17 ----- - - ----- - -- 3.30 13.80 1.98 110.13 3.24 1.13 2.10 - - - - - - 3.24 13.83 1.95 110.12 3.17 1.13 2.04 - - ---- - - - 3.17 13.87 1.93 110.11 3.11 1.14 1.97 - - - - - - 3.11 13.90 1.90 110.10 3.05 1.14 1.91 - - - - - - 3.05 13.93 1.88 110.08 2.99 1.14 1.85 - - - - - - 2.99 13.97 1.85 110.07 2.94 1.15 1.79 -- - -- --- ---- 2.93 14.00 1.82 110.06 2.88 1.15 1.73 - - - - - -- 2.88 14.03 1.80 110.06 2.83 1.15 1.67 ---- - - - - - 2.82 14.07 1.77 110.05 2.78 1.15 1.62 ---- - - -- -_-_- - 2.77 14.10 1.75 110.04 2.73 1.16 1.56 - - - - - - 2.72 14.13 1.73 110.03 2.68 1.16 1.51 - - - - - 2.67 14.17 1.70 110.02 2.63 1.16 1.46 -- - - - - - 2.62 14.20 1.68 110.01 2.58 1.16 1.41 - - - - - ---- 2.58 14.23 1.66 110.00 2.54 1.17 1.36 - - - - - - 2.53 14.27 1.64 109.99 2.49 1.17 1.31 - -- -- - _- - 2.48 14.30 1.63 109.98 2.44 1.17 1.26 ----- - --- - - - 2.43 14.33-- 1.61 ---109.97- 2.39 -1.17 -- 1.21 ---- _ __-_ _ 238 14.37 1.59 109.96 2.35 1.17 1.16 ---- ----- - - ---- - 2.33 14.40 1.58 109.95 2.31 1.17 1.12 - - - - - - 2.29 14.43 1.57 109.94 2.27 1.17 1.07 - - - - - -- 2.24 14.47 1.55 109.93 2.23 1.17 1.03 - -- -- - -- -____ 2.20 14.50 1.54 109.92 2.19 1.17 0.99 ---- - - - - - 2.16 14.53 1.53 109.91 2.15 1.17 0.95 - - - - - ---- 2.12 14.57 1.51 109.90 2.12 1.17 0.92 - - - - - - 2.09 14.60 1.50 109.89 2.09 1.17 0.88 - - - - - - 2.05 14.63 1.49 109.88 2.05 1.17 0.85 - ----- - - __-- ----- 2.02 14.67 1.48 109.88 2.02 1.17 0.82 -- - - - - - 1.98 14.70 1.46 109.87 1.99 1.17 0.78 - - - - - - 1.95 14.73 1.45 109.86 1.97 1.17 0.75 -- - - ___-- _____ - 1.92 14.77 1.44 109.86 1.94 1.17 0.73 -- - - - - - 1.89 14.80 1.43 109.85 1.91 1.17 0.70 - - - - - - 1.87 14.83 1.41 109.84 1.89 1.17 0.67 - - - - - - 1.84 14.87 1.40 109.84 1.86 1.17 0.64 - - - - - - 1.81 14.90 1.39 109.83 1.84 1.17 0.62 - - - - - - 1.79 14.93 1.38 109.82 1.82 1.17 0.59 - - - - - - 1.76 14.97 1.37 109.82 1.79 1.17 0.57 - - - - - - 1.74 15.00 1.35 109.81 1.77 1.17 0.55 - - - - - - 1.72 15.03 1.34 109.81 1.75 1.17 0.52 - - - - - - 1.69 15.07 1.33 109.80 1.73 1.17 0.50 ----- - - - - -=- 1.67 15.10 1.32 109.80 1.71 1.17 0.48 - - - - - - 1.65 15.13 1.30 109.79 1.70 1.17 0.47 - - - -_-_ ____ ____ 164 15.17 1.29 109.79 1.69 1.17 0.46 ---- - - - - - 1.63 Continues on next page... Page 3 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 15.20 1.28 109.78 1.67 1.17 0.45 — — — — — — 1.62 15.23 1.26 109.78 1.66 1.17 0.44 -- - - - ---- - 1.61 15.27 1.25 109.77 1.65 1.17 0.43 — — — — — — 1.60 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisoh e Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 9.69 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = DETENTION BASIN Max. Elevation = 111.18 ft Max. Storage = 40,385 cuft Storage Indication method used. Outflow hydrograph volume=104,076 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D E>fiI Outflow (hrs) cfs ft cfs cfs eft cfs cfs cfs cfs cfs cfs cfs 12.17 21.19 109.94 2.29 1.17 1.10 -- -- - - ---- - 2.27 12.20 22.03 110.14 3.29 1.13 2.16 - - ----- - - - 3.29 12.23 22.13<< 110.31 4.31 1.10 3.21 ---- ---- ---- ---- ----- - 4.31 12.27 21.72 110.47 5.37 1.07 4.31 - - - - - - 6.37 12.30 21.00 110.61 6.41 1.02 6.39 - ----- - - - -- 6.41 12.33 20.12 110.73 7.26 0.97 6.28 - ----- - -- ----- - 7.25 12.37 19.07 110.86 7.96 0.92 7.05 -- - - - - 7.96 12.40 17.88 110.94 8.64 0.87 7.68 -- - ----- - - - 8.64 12.43 16.57 111.02 8.99 0.83 8.16 -- - ----- - - - 8.99 12.47 15.15 111.08 9.26 0.80 8.46 - - - - - - 9.26 12.50 13.64 111.13 9.47 0.78 8.68 - - - - - - 9.47 12.53 12.11 111.16 9.60 0.77 8.83 - - - - -- -- 9.60 12.57 10.66 111.17 9.67 0.76 8.91 - - ---- - - - 9.67 12.60 9.40 111.18<< 9.69 0.76 8.93 - ----- - - - - 9.69<< 12.63 8.36 111.17 9.66 0.77 8.89 -- - -- ----- - ----- 9.66 12.67 7.50 111.16 9.59 0.77 8.82 -- - - - - - 9.59- 12.70 6.76 111.13 9.49 0.78 8.71 - - - - - - 9.49 12.73 6.13 111.10 9.37 0.79 8.58 - - ---- -- - - 9.37 12.77 6.58 111.07 9.23 0.81 8.42 - - - - - - 9.23 12.80 5.12 111.04 9.08 0.82 8.26 - - - - - - 9.08 12.83 4.72 111.00 8.91 0.84 8.07 - - - - - -- 8.91 12.87 4.40 110.96 8.67 0.86 7.81 - - - - - - 8.67 12.90 4.13 110.92 8.43 0.88 7.66 - - - - - - 8.43 12.93 3.91 110.88 8.18 0.90 7.29 - - - - -- - 8.18 12.97 3.73 110.84 7.94 0.92 7.03 - - - - - - 7.94 13.00 3.58 110.80 7.71 0.94 6.77 - - - - - - 7.71 13.03 3.45 110.77 7.46 0.95 6.60 - -- - ---- -- -- 7.46 13.07 3.34 110.73 7.22 0.97 6.26 - - - - - - 7.22 13.10 3.23 110.69 6.98 0.98 6.00 - -- - - - - 6.98 13.13 3.13 110.66 6.76 1.00 5.76 - - - - - - 6.76 13.17 3.04 110.63 6.64 1.01 5.53 - - - - - - 6.54 13.20 2.96 110.60 6.32 1.02 5.30 -- -- - - - 6.32 13.23 2.88 110.67 6.10 1.03 5.07 - ---- ----- ----- - -- 6.10 13.27 2.81 110.54 5.89 1.04 4.85 - - - - - - 6.89 13.30 2.75 110.51 5.69 1.05 4.64 - - - - - - 5.69 13.33 2.70 110.48 5.49 1.06 4.43 - -- - - - - 5.49 13.37 2.65 110.46 5.31 1.07 4.24 - - - - - - 5.31 13.40 2.61 110.43 5.14 1.08 4.06 ----- -- - - - ----- 5.14 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.43 2.57 110.41 4.97 1.08 3.89 - - - - - - 4.97 13.47 2.54 110.39 4.82 1.09 3.74 - - - - - - 4.82 13.50 2.50 110.37 4.69 1.09 3.60 - ---- -- - - - 4.69 13.53 2.47 110.35 4.57 1.09 3.48 - - - - - - 4.57 13.57 2.45 110.33 4.45 1.09 3.35 - - - - - - 4.45 13.60 2.42 110.31 4.34 1.10 3.24 - - -- - - - 4.33 13.63 2.39 110.29 4.23 1.10 3.13 - - - - - - 4.23 13.67 2.36 110.28 4.12 1.10 3.02 - - - - - - 4.12 13.70 2.33 110.26 4.02 1.10 2.92 -- - - - - - 4.02 13.73 2.30 110.25 3.92 1.11 2.82 - - - - - - 3.92 13.77 2.27 110.23 3.83 1.11 2.72 - - - - - - 3.83 13.80 2.24 110.22 3.74 1.11 2.63 --- ---- - -- ----- - 3.74 13.83 2.21 110.20 3.66 1.11 2.55 - - - - - - 3.66 13.87 2.18 110.19 3.58 1.11 2.47 - - - - - - 3.58 13.90 2.15 110.18 3.51 1.12 2.39 -- -- -- - - - 3.51 13.93 2.13 110.17 3.44 1.12 2.32 - - - - - - 3.44 13.97 2.10 110.15 3.37 1.12 2.25 - - - - - - 3.37 14.00 2.07 110.14 3.31 1.13 2.18 - - - - - - 3.31 14.03 2.04 110.13 3.25 1.13 2.11 - - - - - - 3.24 14.07 2.01 110.12 3.19 1.13 2.05 - - - - - 3.18 14.10 1.98 110.11 3.13 1.14 1.99 - - - - ----- - 3.12 14.13 1.95 110.10 3.07 1.14 1.92 - - - -- - - 3.06 14.17 1.93 110.09 3.01 1.14 1.86 -- - - - - - 3.01 14.20 1.90 110.08 2.96 1.15 1.81 --- -- - -- ----- ---- 2.95 14.23 1.88 110.07 2.90 1.15 1.75 - - -- - - - 2.90 14.27 1.86 110.06 2.85 1.15 1.70 - - - - - - 2.85 14.30 1.84 110.05 2.80 1.15 1.64 - - -- -- - - 2.80 14.33 1.82 110.04 2.75 1.16 1.59 - - - - - -- 2.75 14.37 1.80 110.03 2.71 1.16 1.54 ----- ---- - ----- - - 2.70 14.40 1.79 110.03 2.66 1.16 1.49 -- ----- -- -- ----- - 2.65 14.43 1.77 110.02 2.62 1.16 1.45 - - - - - - 2.61 14.47 1.76 110.01 2.57 1.16 1.40 - - -- - -- - 2.57 14.50 1.74 110.00 2.53 1.17 1.36 - - - - - - 2.53 14.53 1.73 109.99 2.49 1.17 1.31 - - - - - - 2.48 14.57 1.71 109.98 2.45 1.17 1.27 - - - - - - 2.43 14.60 1.70 109.97 2.40 1.17 1.22 - - -- -- - - 2.39 14.63 1.69 109.96 2.36 1.17 1.18 - ----- - - - - 2.35 14.67 1.67 109.95 2.33 1.17 1.14 - - - ---- - - 2.31 14.70 1.66 109.94 2.29 1.17 1.10 - - - - - - 2.27 14.73 1.64 109.93 2.2t 1.17 1.06 - - - - - - 2.23 14.77 1.63 109.93 2.22 1.17 1.03 - - - - - - 2.19 14.80 1.61 109.92 2.19 1.17 0.99 - - --- - - -- 2.16 14.83 1.60 109.91 2.16 1.17 0.96 - - - - - - 2.13 14.87 1.59 109.90 2.13 1.17 0.93 - - - - - - 2.09 14.90 1.57 109.89 2.10 1.17 0.89 - - - -- - - 2.06 14.93 1.56 109.89 2.07 1.17 0.86 - - - ---- - - 2.03 14.97 1.54 109.88 2.04 1.17 0.83 - - - - - - 2.00 15.00 1.53 109.87 2.01 1.17 0.81 - - - ----- - ----- 1.97 15.03 1.52 109.87 1.99 1.17 0.78 - - - - - - 1.95 ...End APPENDIX K JOB Pesign ,HF.E.I NO ► o1' • ; ..., ..... ..._ .. rofessionals, inc. GA C VI.Af Cr) nv clvu artg1m rt planner • wrwyon Olt DES12N STORM FRE0U9NCY QOA ! CHECKED .. DATE ......._... ..........._.... Run tnerr�nl A x C T.C. 1 Q , Frog++ To A C nt'r. o m1n.� 1 r ofs S. ;Q t NOTE L La cg o•03 o O, o3 0 0 .21 3.2... 4 _�� I Lit 3 . 33 . 82. �� a $ , 0 G b0, 31 o, 6 . 6 S 1 '' U ,5°/v 6.6 S, �. 3. 1.50" o. 8 o, o,o o. , ' 1, a . 8 0 ,o tie �•� M o1, ----------..0, 13 11 � o �O � 0.03 _ .�..r, o. •3 I Q 11 0113 0. 1 rl ...._....�_... o. I . . 53 6 6 n o,s.vo �. 6 �, •• g" CA U-1 13 o.8 0, 11 0. 6 6.3 3.5'8 r , fl d- O,BS l c.aO. 15L-1 Srrr �o . ! JIM Iqll ��� • • me -I IV= • O ' M-6 am c o fen. vm ; 't romms.M. �Mmm v� � a r r mm ®rm ■rm�rr� r� ��r t0,N N Sf4 %W� 07 ��.�• O �, wG 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OSOR CO�'`� TELEPHONE(860) 644-2511 From: Charles P. Danna Jr., Town Assessor To: Michele Lipe, Town Assistant Planner Date: July 6, 2005 RE: Residential Property Values as related to places of worship. Michele, The Assessor Office does not currently have any special valuation allowances(plus or minus) for neighborhoods with places of worship,nor for neighbors of places of worship. At the time of town revaluation in 1994 &2002, town properties were examined for many,many valuation considerations. As a result of our examinations a neighborhood valuation may have been affected by its location, development age, or zoning. At this same time there were no measurable valuation variances that required an adjustment for having places of worship in a neighborhood or to neighboring properties. Since the 2002 revaluation, this office has observed no changes in property valuations that suggest this type of valuation consideration allowance has changed. I hope this shall be of some small assistance to you and should you have any further questions please do not hesitate to ask. STE WAR T APPRAISAL SERVICES 58 Hartford Turnpike Tolland, CT 06084 (860) 871-8015 July 12, 2005 David Barry Jacobs Walker Rice & Basche, PC 148 Main Street P. O. Box 480 Manchester, CT 06045-0480 Re: P&ZC Appl 05-37P Colonial Point Christian Church Chapel Road, South Windsor Dear Mr. Barry: As requested I have analyzed the above noted property to determine what impact, if any, the proposed above noted development of a church, chapel, and the associated parking will have on neighboring property values. The proposed project is to be built in two phases although both are now seeking approval. Phase 1 is a 13,700 square foot church with attached classroom and social hall plus 7,500 square feet of finished basement offices and meeting rooms. In addition, there is a covered patio and an open air chapel plus two parking lots. Phase 2 will enlarge the church another 11,890 square feet on the first floor including enclosing the patio area, add 5,900 square feet of finished basement, plus add a covered bridge and enlarge one of the parking lots. This report specifically addresses South Windsor Zoning Regulation 4.1.8 which states Special Exception"uses will be allowed only when the Commission has determined that: .. there will be minimal adverse effects on existing uses in the area; surrounding property values will be conserved and the character of the neighborhood will not be unduly disrupted;..." My analysis, as outlined in this report, concludes that the proposed church, including the open air chapel and associated parking for both phases, will not have any adverse effects on the area existing uses or property values and will not disrupt the neighborhood. The scope of my work involved reviewing the proposed site plan dated April 12, 2005 and discussing it with the church pastor, Dave Johnson. In addition, the subject site and neighborhood were inspected and analyzed. Recent House sales throughout South Windsor were researched in the local Multiple Listing Service and the Assessor's office, and analyzed in regard to any impact from existing nearby churches. The subject proposed project was discussed with Michelle R. Lipe, the Assistant Director of Planning. The proposed plan is to build the project in two phases on a 7.25 acre site on the south side of Chapel Road. The unimproved site is basically 1,050 feet wide and 310 feet deep P&ZC App105-37P Page 2 Colonial Point Christian Church Chapel Road, South Windsor and I-291 is its rear boundary. The eastern half is brush and open and the western half is naturally treed. The proposal is oriented around a green with a gazebo. Phase 1 consists of a 13,700 square foot church building with attached offices and a covered patio. In addition,there will be 7,500 square feet of finished basement, an open air roofed chapel,two paved parking lots, and a baseball field. The two parking lots will have 65 and 74 parking spaces and be to each side of the buildings. The existing trees will remain on the front part of the western half of the site hiding the western parking lot and part of the main building. Walking trails will be built around the site including through some of the treed areas. A driveway will enter the site at each end of the road frontage and run close to the rear boundary. Phase 2 will involve enlarging the main church meeting hall from 250 to 500 seats, addinga children's center, enclosing g the covered patio to enlarge the social hall area. The enlarged building will be 25,590 square feet plus 13,400 square feet of finished basement. In addition, a covered bridge will be built at the rear of the chapel providing a covered drop off spot with the driveway continuing to the eastern parking lot. This parking lot will be expanded from 74 cars to 140 cars. It is noted that Phase 2 will not be built now, but is included in the application and my analysis to reflect the larger size project when analyzing any impact on surrounding property uses and values. A copy of the proposed site plan is on the next page. The subject is in southwestern South Windsor in a residential area on a local collector road. Area properties are adequately maintained and consist of primarily single-family dwellings. Along Chapel Road a few houses were built in the last year and the subject is the last vacant parcel. I-291 bounds the neighborhood on the south and is the rear boundary of the subject as well as some houses on the south side of Chapel Road. Off the north side of the road is a residential development built in the early 1980s. These houses range in value from$270,000 to $385,000. The northeast corner of the general area is developed with a few condominium complexes. Less than two miles northeast is the Buckland Hills Mall regional shopping area. Chapel Road enters Manchester one- quarter mile east of the subject and becomes a light industrial and office park. To determine what impact the proposed multi-building church project will have on abutting properties, a similar situation was analyzed. This was done by locating a house that sold close to an existing church property. That sale property was then appraised making adjustments for all differences except the nearby church. By comparing the appraised value to the actual sales price,the impact of the church is indicated. My search of South Windsor located three properties that are close to, or abutting, an existing church facility. Below is a brief summary of two of the comparable properties analyzed and then a third property is outlined including a full valuation analysis. P&ZC Appl 05-37P Page 3 Colonial Point Christian Church Chapel Road, South Windsor j ! i I-•' W ko — • I I o I � i Ili aMaAUOS goo I ' ` V .1. � � �`,•,..,--',!�f; `fi i ! I Nn. I I . , 4 jii i lF_ f i�r1 P&ZC Appl 05-37P Page 4 Colonial Point Christian Church Chapel Road, South Windsor The first sale located and analyzed is 22 Pintail Circle. This is a detached unit in the Lakewood Planned Unit Development that backs up to, and directly abuts, the recently built Unity Church. The dwelling sold July 6, 2005 for$290,900. The unit is a 7 room (3 bedroom) 2 bathroom Cape Cod style unit containing 1,683 square feet. There is an attached one-car garage and the basement is finished including a Jacuzzi room. As can be seen on the two photographs below taken from the sale property's deck, the 7,700 square feet(first floor) church building is located directly behind the unit 80 feet away. The 59 car parking lot starts 70 feet from the condominium unit off to the side slightly. During a discussion with Laurie O'Brien,the seller, she indicated that she sold the unit without a realtor. During two open houses, approximately 40 people came and looked at the unit and only two made any comment about the abutting church. She sold her unit for $5,000 over her asking price with three active buyers competing. My comparison of this sales price to other sales in the complex found that this is the highest price obtained for a unit in the complex and there was no adversity from the very close church and parking lot. .f The next property analyzed is 130 Hayes Drive. This Ranch style single-family dwelling is presently under contract and is located on the corner of Hayes drive and the eastern entrance to St. Margaret Mary's Catholic Church. This 1,00 seat church is located on a rear building lot with the parking lots to each side of the church building lined for 338 spaces. Directly behind the sale property is the eastern parking lot with no landscaping or tree buffering other than a 4 foot high chain link fence along the house boundary lines. The listing realtor stated that this property was contracted in four days with many lookers. The property was contracted over the asking price although the seller is paying closing costs resulting in a net sale price equal to the asking price of$216,900. The listing realtor stated there was not buyer adversity or resistance to the parking lot or the abutting church. My analysis of the sales price agreed that the abutting church and parking lot did not adversely impact the purchase price. P&ZC App105-37P Page 5 Colonial Point Christian Church Chapel Road, South Windsor The third comparable considered and analyzed is 140 Cody Circle. This single-family dwelling sold June 6, 2005 for$342,000. The property is located on the cul-de-sac of Cody Circle less than 300 feet past Temple Beth Hillel,which is located on the corner of Cody Circle and Baker Lane. The temple has a 150-seat capacity that is expandable up to 260 seats, and has 102 parking spaces. On the following page is a Sales Comparison Analysis grid from a Uniform Residential Appraisal Report. The property at 140 Cody Circle is listed as the subject property and was compared to other recent house sales in South Windsor. By adjusting the comparable sales to the property at 140 Cody Circle for all differing characteristics except for the nearby temple,the impact of the nearby temple is identified. That is,the difference between the appraised value and the actual sales price is the value of the impact of the nearby temple. Adjustments were made to the comparable sales for time to reflect the increase in value from when each comparable sold to the June 6, 2005 sale date of 140 Cody Circle. Other adjustments were made for other differing physical characteristics, including site size, age and condition, house size, finished basement, air conditioning, garages, fireplaces, and porch amenities. As can be seen on the grid,the last line was left as a question mark to see if any indicated adjustment was needed for the temple being located three properties away. These three comparable sales indicated the value of 140 Cody Circle to be $336,000, $342,000, and$343,000 with$342,000 concluded. The property actually sold for $342,000 indicating that no adjustment was needed for the nearby temple. In other words,the existence of the temple that one must drive by to get to 140 Cody Circle did not have any impact on the purchase price or market value of the property. Further the existence of the temple in the neighborhood did not present any adversity to the house use or neighborhood. P&ZC Appl 05-37P Page 6 Colonial Point Christian Church Chapel Road, South Windsor ITEM SUBJECT COMPARABLE NO.1 COMPARABLE NO.2 COMPARABLE N0.3 140 Cody Circle 66 Jessica Drive 17 Cheshire Drive 10 Linda Lane Address South Windsor South Windsor South Windsor South Windsor Pro)dmily to Sub'ct 5 miles+/-Northeast 4 miles+/-Northeast 3 miles+/-Northeast_ �SaIes.Pflce $ Ts 345.000 325,000 IS 335 000 Price/Gross Livin Area * 175.66+ _ . 171.05 165.19 r; Data and/or town records, town records&Multiple Listing town records&Multiple Listing town records&Multiple Listing erification Source MLS&ext ins ect Volume 1725 Pacie 163 Volume 1712 Pa a 311 Volume 1663 Pa a 166 VALUE ADJUSTMENTS DESCRIPTION DESCRIPTION + -$Adjust. DESCRIPTION t -$Adjust._ _.. DESCRIPTION + -$Adjust. Sales or Financing $310,500 FIX $215,000 ARM : $268,000 FIX Concessions 30 Yr 30 yr 5.25% 30 yr Date of Saleffirne cloted 6-6-2005 closed 6-24-2005 0 closed 5-10-2005 +2,000 closed 1-19-2005 +17.000 Location residential residential 0 residential 0 residential__... 0 Leasehold Fee Sim le_ Fee Simple Fee Simple Fee Simple Fee Simple Site 1.07 acre .45 acre +5 000 .43 acre +5 000 .93 acre 0 View average average average .__ average Desi n and ADBOal Colonial/avera a Coloniallavera a Colon ial/avera a Colon ial/avera e _ Quality of Construction average average avera a average Age 1995 _ 1986 1985 +70000. 1993 Condition above avera a ood 0 above average above avera e Above Grade Total Bdrms; Baths Total:Bdrms Baths Total Bdrmg;.Baths_, Total-Bdrms� Baths Room Count _7 3 2,5. 8 ; 4 2.5 8 4 2.5 8 4_. ; 2.5 Gross Livin Area.. 1,966 S .Ft. 1,964 S .Ft. 0 1,900$q.Ft. +2 500 2.028 S .Ft.i -2.500 Basement&Finished full full full full Rooms Below Grade none-.. rec roam -4,000 rec room -4,000 none_.._. Functional Utility average average average average Hgatinalcooling ghwbb/none hwbb/none hwbb/central -3 500 hwbb/central -3 500 Energy Efficient Items typical typical--.-.-__ typical _ typical Gara a Oar ort 2 car attached „__ 2 car attached 2 car attached _ 3+car attached -5 000 Porch,Patio,Deck, no fireplace 1 fireplace -4,000 no fireplace 1 fireplace -4,000 Fire laces etc. deck open porch large deck +1.000 security s stem____. +5,000 security,patio Fence Pool etc. _ _ _ o ch,_fence } -1 000 Outside influence nearby Temple none ? none ? none _ ? Net Ad. total + - 2.000 + - 17,0 ..00 + - S 1,000 Adjusted Sales Price of Comparable 343,000 342,000 :S 336,000 In conclusion, my analysis of the South Windsor housing market indicated that the subject proposed church facility including multiple buildings and two parking lots, does not have any adverse impact on existing surrounding property values. This conclusion was derived from analyzing three recent sales of single-family dwellings that are near or abut existing churches in South Windsor. The first was a Planned Unit Development detached dwelling that was within 70 feet of the parking lot and 80 feet of a church building. The rear deck looked directly at the church building and parking lot. The second sale analyzed is a smaller Ranch style dwelling that abuts a much larger church with two large parking lots. One of the parking lots is directly behind the house and the two lane driveway runs along the property's side boundary. The third sale analyzed is comparably priced to houses in the subject neighborhood and it has two houses between it and the temple property. Further,to get to this sale property, one must drive past the temple,which is located at the front of the site although some trees block the direct view of all the parking. The temple building is by the road in direct view from the road and surrounding houses. These three sales provided very good market reaction of buyers of houses near or abutting an existing church in South Windsor. These sales also indicated that churches do not create any adverse effect on surrounding houses and do not disrupt a residential neighborhood. P&ZC App105-37P Page 7 Colonial Point Christian Church Chapel Road, South Windsor In conclusion, in my opinion,the proposed Colonial Point Christian Church facility, including both Phases 1 and 2, as presented, will not adversely affect the use or property value of existing area houses (properties) and will not disrupt the neighborhood. Very/truly yours, c 4 Robert G. Stewart, SRA CT General Appraiser#RCG.581 Expires April 30,2006 [05280] MEMORANDUM RECEIVED To: Marcia Banach, Director of Planning JUN 17 2005 From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 6/16/05 SOUTH WINDSOR PLANNING DEPT. RE: App 05-37P—Colonial Point Christian Church Site Plan I have reviewed the site plan application for the Colonial Point Christian Church on Chapel Road across from Betty Drive, and I have the following comments: 1. In the proposed detention basin show; the stone overflow spillway, the top of the berm at elevation 112.11 or greater to provide 1 foot of freeboard during the 100 year storm, the complete outlet pipe to the 1-291 basin including the size, slope and length, and this basin as necessary, the flared end of the inlet pipe from PC137 moved to the east to direct the flow into the basin without abrupt changes in direction. 2. Show the elevation 115 contour in the eastern parking lot to help show the grading as this is a flat parking lot. 3. Show more spot elevations or contours to indicate the grading in the area of the center of the buildings(in and around the wheel). 4. 1 Think the concrete sidewalks should extend to the west along Chapel Road to the western driveway. 5. 1 did not see the roof drains or foundation drains from these buildings. Where is the discharge for the sump pump for the basement footing drains as indicated in Note 6 on Sheet 5? 6. Note 7 on Sheet 5 indicates that the basement bathrooms will have a sewer ejector pump. Where and how will this discharge? A separate sewer lateral may be needed for this. 7. There are 3 access drives to the eastern parking lot from the main site drive in Phase 1. 1 suggest the center access drive be eliminated as these are close together. 8. The drainage reports indicates a small increase in the discharge for the 2 year storm from the proposed detention basin for this site. This increase needs to be eliminated or further evidence given that it will not cause any adverse effects to the 1-291 basin or further downstream. 9. WPCA review and approval is required for this site plan. Please call me if you have any questions. 10VI N St C� O C 5 t 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f�OSOR'o° TELEPHONE (860) 644 2511 CERTIFIED MAIL July 19, 2005 Mr. Galen Semprebon Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Dear Mr. Semprebon: Re: Appl#05-37P, Colonial Point Christian Church We are pleased to advise you that the Planning&Zoning Commission voted on July 12, 2005,to approve with modifications the above referenced application for a special exception to Article 4.1.8b and a Site Plan of Development. This approval is for the construction of a church on property located on the south side of Chapel Road,RR zone, as shown on plans prepared by Design Professionals,Job No 2030 dated 5-31-05, as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$5,000 for erosion and sediment control, and$5,000 for establishment of stormwater structures. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. A landscape bond in the amount of$5,000 is required and must be submitted prior to filing of mylars. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. If a State Traffic Commission certificate is required, no building permits will be issued until the certificate has been issued(per CGS §14-311). 10. The building street number must be included on the final plan. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. Outdoor pavilion speakers must be directed toward the south(toward I-291)and away from Chapel Road. Sound system must be designed by a professional sound engineer. Black and white transparent mylars of Sheet#3 and#4 with the above modifications, together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping plans)must be submitted to this Commission within 30 day s 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. The attached special exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Sincerely, �kv Timothy H. Wentzell, Chairman Planning and Zoning Commission THW/rfs cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal I, Timothy H. Wentzell, Chairman of the South Windsor Planning&Zoning Commission,hereby certify that on July 12, 2005, the Planning and Zoning Commission granted to Colonial Point Christian Church a special exception to Article 4.1.8.b of the Zoning Regulations for the construction of church complex located on the southerly side of Chapel Road, across from Betty Drive, R032 Chapel Road, RR and RR/OZ. Assessor's Map and Parcel Number: Map# 8 Parcel#60 More particularly bounded and described as follows: THIRD PIECE: Situated on Chapel Road. NORTH by the highway,known as Chapel Road; EAST by the land now or formerly of Henry M. Johnson; SOUTH by land now or formerly of Henry M. Johnson and by land now or formerly of A.E. Burnham,partly on each; WEST by land now or formerly of A.E. Burnham Containing 10 acres,more or less,being the First Piece in a Warranty Deed from James Murray to Robert L. Murray and recorded in Vo1.37, Pg. 328 of the South Windsor Land Records. OWNER OF RECORD: Barbara C. Murray Dated at South Windsor, Connecticut this 1" day of , 20 Q�, at In accordance with CGS Section 8-3d Timothy H. Wentzell, Chairman Planning&Zoning Commission Received for record this day of , 2C , at South Windsor, Connecticut ATTEST: S0W N St4 i. Tom apso� ?d&U&Ot m 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•c0 AREA CODE 860/644-2511 September 19, 2005 — P Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 Attn: Galen B. Semprebron Re: Colonial Point Christian Church—Chapel Road South Windsor, CT Dear Mr. Semprebron: The South Windsor Water Pollution Control Authority, at its regular meeting of September 6, 2005, gave approval for the connection to the Town's sewerage system for Colonial Point Christian Church located at Chapel Road, South Windsor, CT, as more specifically shown on plans entitled"Colonial Point, Christian Church, Site Plan — Special Exception, Chapel .Road, South Windsor, CT, Prepared by Design Professionals, Inc., South Windsor, CT, Job No. 2030, Drawing No. Jobs/2030/2030 — TOPO — PHI.DWG, Sheet No. 5/9, Dated 05/31/05, with revision dates: 6/24/05; 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 line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, io0seph J.Carino, Chairman Water Pollution Control Authority JC:ead Cc: Michael J. Gantick,Director of Public Works Jeffrey Doolittle,Town Engineer Marcia Banach,Director of Planning Christopher Dougan,Chief Building Inspector Colonial Point Christian Church n — .O - -Z L 0 T 2 NOTES N/F TIMOTHY PLOSZAJ 1) THIS SURVEY AND MAP HAVE BEEN PREPARED IN ACCORDANCE WITH r THE"MINIMUM STANDARDS FOR SURVEYS AND MAPS IN THE STATE OF NJ pis CONNECTICUT"APPROVED FOR USE BY THE CONNECTICUT ASSOCIATION OF LAND SURVEYORS,INC.AND EFFECTIVE JULY 8, 1996. THE TYPE OF SURVEY PERFORMED IS A"IMPROVEMENT LOCATION �R " S 64°41 00" E I SURVEY"AND 13 175.0 0' INTFNDED TO CONFORM TO SECTION 20-300b-2c-3 OF �r THE REGULATIONS OF CONNECTICUT STATE AGENCIES.BOUNDARY ` DETERMINATION IS BASED UPON A RESURVEY CATEGORY.THIS fi SURVEY CONFORMS TO CLASS A-2 ACCURACY.THE VERTICAL ZONE _ R_R. R 1T 9 OVERLAY ZON ACCURACY DEPICTED ON THIS PLAN CONFORMS TO CLASS T-2. CONTOURS BASED UPON N.G.V.DATUM. BENCHMARK IS SHOWN ON I I LINE R.R ZONE PLAN. � I 2) BEING KNOWN AS LOT 1 ON A MAP ENTITLED"MINOR SUBDIVISION OF DAVID'S PLACE NO.795 CHAPEL ROAD SOUTH WINDSOR,CONN, SCALE: Iw ' 1"=40'DATE: 19 OCT. 1997,REVISED TO 3/7/98 P&Z APPROVAL LOT I COMMENTS JAMES PAGGIOLI LAND SURVEYING,INC.24 TUMBLEBROOK x lF BARBARA C. MURRAY ROAD BOLTON,CONNECTICUT.- � � � 115.3 99 32,E SOT 2 m of 40,074 SQ.FT. EXlsr In N ; 092 AC. SHED o' N ,' . v N/F TIMOTHY PLOSZAJ 3) UTILITIES SHOWN HEREON ARE TAKEN FROM BEST SOURCES � N � 3 AVAILABLE AND FIELD EVIDENCE.CONTRACTOR TO FIELD VERIFY ALL z �� ,• 8 LOCATIONS OF UNDERGROUND UTILITIES BEFORE THE START OF ' CONSTRUCTION,CALL BEFORE U DIG. 1 800-922-4455. o WOO�� U-) N r� col DECK 6'x45' AY N N 4) PREMISES IS LOCATED WITHIN THE RR AND RR 1-291 OVERLAYZHATdH ONE AS DEPICTED HEREON.PROPOSED HOUSE DEVELOPMENT IS WITHIN THE EXIST. 114.7 36 66 RR r*Up PROPANE ZONE. r WELL 114.3 TANK to EXIST. j i1a.s n HOUSE BUILT LOCATI N of 5) THE PREMISES SHOWN HEREON ARE NOT LOCATED WITHIN THE FLOOD a FF 11707 PFD.z1161D7rp' s saNlraRY lJ1T RAL ZONE A OR B AS SHOWN OF FEMA/HUD F.I.R.M. MAP COMM. NO.090036 64.55' ie.67 M } PANEL 007B DATED MAY 1, 1980. II5.1 M � C/7 � 2O'r 115.1 O 6) FOUNDATION LOCATED AS SHOWN.NO ZONING VIOLATIONS ARE GAR.FF= N 115,dF NOTED WITH RESPECT TO THE BUILDING LOCATION.THIS IS NOT AN ` 50'B.L. AUTHORIZED COPY UNLESS IT BEARS THE IMPRESSION TYPE SEAL AND � LIVE SIGNATURE OF THE SURVEYOR WHOSE NAME AND REGISTRATION NUMBER APPEAR BELOW. 3 v EXIST. ®�oOe7H`' ���s 1 O C.O. °®���•+®� r m G� E643933.58 .*a o � IR N 64-41-00"W—� 175.00' IR EXIST.TYPECC.B. p'O® No. 17115 .33 TF=114.15 g ® ®(� EXIST. BIT. CURB,'' R4 J v F.L=110.75 ENS �� ®N A a AL Gy�(orai1H.6169if�9 1- EXIST. 27 SAN,SEWER LJ 0.10%—+— CHAPEL X ROAD 8 tso -EXIST.IS°R.CP. w •+"--EXIST. IS° RCP LEGEND SNET5203 EXIST T PE C C.B. 4� I20 •LP IRON PIPE FOUND FL li o 331(W) ,.•"of k" i r'„/v-�v-o oI.R IRON ROD TO BE SET FL=I10.30(E) Q PLAN PREPARED FOR EMS. MONUMENT FOUND '�++`�� p��0".,"* BM.S. MONUMENT TO BESET ��•`�`� 'a=�rtc TIMOTHY E. PLOSZAJ B.L. BUILDING LINE �+ Sy SIDE YARD UM REAR YARD * No. 17948 '•* 1795 CHAPEL ROAD - -2►a'---- XISTIN CONT _ • SOUTH WI D OR VT E p�JR --, — PROPOSE D CONTOI?R s "�*� G.� t� ti©�'0� ZONING IMPROVEMENT SUR M 12 PROPOSED SPOTGRADE daS N ++," , - SCALE:1 -40 DATE'30 JUNE 1998 FILE NO. 9719-1 SHEET I OF 1 I HEREBY DECLARE,THAT TO MY KNOWLEDGE'AND BELIEF,THAT THIS -JAME S PAGG IOL I LAND S U R V E YI N G• I NC. MAP IS SUBSTANTIALLY C CT AS I�9THEREON. NOT A VALID COPY UNLESS THE 24 TUM BLE B ROOK ROAD BOLTON CONNECTICUT / EMBOSSED SEAL ANO LIVE -/ ( _� SIGNATURE ARE PRESENT. PHONE:(M)645-6699 E-MAIL, iames.00oainGtzsnptnp4 i FLARED END LEGEND /MON. • IRON PIN To BE SET MON 0 EIOSTNO RON PIN o DOSTING MONUMENT MON, NJ/F BARBARA C. MURRAY 10, STREET TREE EASEMENT MONUMENT TO BE SET IN FAVOR OF THE TOWN ro, Ews'w UTILITY POLE j CONSERVATION EASEMENT _��.,� S2108 3 OF SOUTH WINDSOR 1 IN FAVOR OF TH ` 25' 9 W EJOSTING CATCH BASIN AND PIPE DRAfNq 340��.` SILT FENCE TYP. ANTI-TRACKING PAD TOWN OF SOUTH WINDSOR - - OF THE GE RIGHT OF 32r ( > 6"N2" STONE ON ---e- SANITARY MANHOLE AND PIPE i 0- STAT OF WqY IN �-►•�, FILTER FABRIC TYP. -= F - FOUNDATION DRAIN (MN. S-IX) E CONNECT! FAVOR - ( ) R�967.2i� - s - sANrrArty LATERAL(►TIN.s-2x) -W- WATER LATERAL a V T �+ L=10 70 s..- DOSING CONTOUR 621 Tan� 35 RE AIMS OF ECB -EIRD- PROPOSED Q \ Q 1L 0g 1 M UMENT , �3g"E - - • a �� TF:114.95 F- CO Ir , 337.5 _ p/� a X118.00 EXISTING SPOT GRADE Q 2' OP i INV/15"W 110.15 'N � ( LL i Q/T a \ )� ® PROPOSED SPOT GRADE a f 03 I I- - _ _ - , DR/ EXIST. BIT. INV(15"E):11O.15 •- SURFACE DRAINAGE FLOW DIRECTION VIC. DRIVE INV(24"S):110.05 - RESTED AREA N ' >' \ c- N , .: ': .': :, INLAND- - - � SILT FENS ANDS a o0 15,8 �1156 j OD 232.7' CU - 0 p O �v v , A. rat wnac rao�roes x oo ar x rmr 33 NA STATE OF ON. "' ^/ LOT 3 ^s�'g� 1.0 TEMPORAR A ^I ij L CONNECTICUT 1-291 -� . / . o ae-� �s.00. TOPSOIL s - �5'7 9 5 9 5 S. 7op0, STOCKPILE - e - s.� - - d o - J i - 1 J0.p ni r. -i a•tuw'a�a rrc to .�•ari x w N \��'�'� 'R�\��s ;, . 1 ; 1 .32 AC. , ; a�N SS N 0 E 1 s s - Q a.. N 9`r A�\ �,IN FA V TIDE EASEMENT d gNlr 7 2> lrn �`� v «� \ sob THTHE 'SOWN d' 3 N J \ \� _` wNpSOR ' ` a` / S�2 LC tom• i i Q CONSTRUCTION OF SYNTHETIC FILTER BARRIER _' ® S Y . 9 / ! 20' S.Y, r o • w h `n R 0 'N \\ 11N21•p� S21 08 ESMH \ - 8'39'E 39"w / TF:116.72 W r 1 31 .52' 21 �` 7 FL(NE):1O9.22 crcrtr w� \\ 192 �" X. 12 PIN OAK / t \ FL(E):1O8.12 bc°o � , 11 ---REMAIN PRO�X•LOC v� NEW 6":109.39 Po o Oa 6-CT D.O.T. z'..STONE TO BE PLACED a OOO OO OVER FILTER FdlIRIC MATERIAL j 2 OOO 00 STOP SIGN Gap oO MAP REFERENCES: pROp \ U O a O O •. 1. TOPOGRAPHIC PLAN.RESURVEY PREPARED FOR TERRA TECHNOLOGIES GROUP,LLC de Mq! TF °at], o• °o i CHAPEL ROAD GROUP. LLC, CHAPEL ROAD SOUTH WINDSOR, CONNECTICUT NOTES / \ EX. wq J. 4 0 CO p SHEET 3 OF 4. DATE: MAY 20. 2003,SCALE V-40'BY DESIGN PROFESSIONALS, INC (:D R Aft iv oF'PAVEMENT i.ALL PROPERTY I IN FLOOD FOUND OR SET IS DEPICTED HEREON. / �� > N 2 TOWN OF SOUTH WINDSOR MAP SHOWING LAND ACQUIRED FROM EVfLYN F JOHNSON BY THE THRU STREET STATE OF CONNECTICUT INTERSTATE ROUTE 291 (LIMITED ACCESS HIGHWAY)SCALE V-40' 2 PROPERTY IS N FLOOD ZONE X- AREA DETERMINED TO BE OUTSIDE 500-YEAR FLOOD PLAIN AS PE G$Y DTI AC -LNG'APRON - MAY 1, 1990- ROBERT W. GUBALA. FIRM COMMUNITY PANEL NUMBER 090038 0100 REV.FEBRUARY 23, 2.001. 3. HORIZONTAL DATUM-NAD'27. ,.•` s.TOWN OF SOUTH WINDSOR MAP SHOWING LAND ACQUIRED FROM EVELVN F.JOHNSON 4. HORIZON OF DEPICTED ZONE LINE IS APPROXIMATE APPROX. AREA BY THE STATE OF CONNECTICUT RECONSTRUCTION OF CHAPEL ROAD,SCALE 1•-40'REV a/as SUBJECT TO *Nor.. BY THE TRANSPORTATION CHIEF ENGINEER BUREAU OF HIGHWAYS. 5. AREA OF PROPERTY- 1.50� Ft. o SLOPE LIMITS ��� keto 6.INLAND WETLANDS DELINEATED BY JOHN P.IANNI, HIGHLAND SOILS LLC,AND FIELD LOCATED BY (SEE MAP � ���� �_; THIS SURVEY AND MAP HAS BEEN PREPARED IN ACCORDANCE WITH SECTIONS 20-300b-1 THRU 20-300b-20 c' t# -- -. _ - OF THE REGULATIONS OF CONNECTICUT STATE AGENCIES- 'MINIMUM STANDARDS FOR SURVEYS AND MAPS IN DEIGN PROMSIONALS, NC.IN MARCH 2O03. REF. #3) SNET $ THE STATE OF CONNECTICUT-AS ENDORSED BY THE CONNECTI CUT ASSOCIA TIN OF LAND SURVEYORS, INC. AND CONFORMING TO HORIZONTAL ACCURACY CLASS A-2 AND VERTICAL ACCURACY CUSS T-2. 7. 6 - - FOUNDATION 70 BE EQUIPPED WITH SUMP PUMP AS REQUIRED. FOUNDATION DRAIN TO BE EQUIPPED NTH A #521O � e APPLICANT:CHECK VALVE. FOUNDATION DRAIN SHALL BE INSTALLED TO PROVIDE POSITIVE FLOW TO CATCH BASIN WHERE Q T s TERRA TECHNOLOGIES CROUP,LLC TO THE BE MY KNOWLEDGE AN CORRECT AS NOTED HEREON. ® R CHAPEL ROAD GROUP,LLC �® o= 8. LOT CONTAINS REGULATED AREA. ANY DWIMANOE WITHIN THIS REGULATED AREA MAY REQUIRE AN INLAND + � j4e`� C/0 GREG LEHMAN 12862 WETLANDS PERMIT. •bnr�C° s �� 17 ROSE AVENUE LIC. No. rtr I� �Iw�FP','A WEST H ARTF TEL•�0-953-102 CONNECTICUT OE110 RICHARO P. MARTEL 'p ° - - rs+mz�:itts.a Tel. 860.291.8755 1.UNLESS AS SHOWN NOTED,EXISTING unun REVISIONS GRAPHIC SCALE Fax 860.291.8757 DEPENDENT RESURVEY PREPARED FOR ®� � SHEET LOCATIONS AS INFORMATION. ARE BASED IN ®g,git'1'1 TERRA TECHNOLOGIES GROUP, LLC 2.AL UlI INFORMATION.ALL EXISTING UTILITIES 40 ° 20 40 a Inc. CHAPEL ROAD GROUP LLC I OCA l��t 1 BY A LICENSED BE ED L VERIFIED PRIOR TO CONSTRUCTION. rof@SSion�I�, ■�`/ J 2.ALL UTH111ES ARE 70 BE STAKED M THE FIELD BY A LICENSED LAND SURVEYOR PRIOR TO /� p CHAPEL ROAD w g� CONSTRUCTION. _ civil en P' y LOT *3 - 895 \1.!1L71L111�EL IL�OLY D �W OrMHA/JAS"NO.:1701 OF A 3.THIS PLAN IS INVALID UNLESS IT BEARS THE � engineers planners surveyor* 1I IMPRESSION SEAL AND ORIGINAL SIGNATURE 1 inch = 40 feet landscape architects • gig •gps OF THE PROFESSIONAL ENGINEER/SURVEYOR. NO. DAIS DESCRIPTION BY 165 South Satellite Road South Windsor. Connecticut 06074 SOUTH WINDSOR, CONNECTICUT pxmm BY.-RPM/Gee DA 7E• 7°/3/°3 05 -31 Pz Our Pastors: New Rv'_'v,4e-i. Doug Rowse COMMUNITY CHURCH John Nichols Diego Florez June 22, 2005 South Windsor Planning and Zoning Commission 1540 Sullivan Ave. South Windsor, CT 06074 Dear Sirs, This letter is to recommend Colonial Point Church to you and to our great town. I have known Rev. Dave Johnson and his team for about five years. It has been exciting for me to see how their church has grown from just a handful of people to a couple of hundred. I believe that Colonial Point Church is a great addition to our town and I would highly recommend that zoning approval be given to permit them to purchase property and build a house of worship. I am certain that this church would treat their facilities as a gift to this town. They would be open to sharing them with other organizations in our community which would be a great benefit to us Thank you for considering their request. Sincerely, Reverend Doug Rowse Offices: 1750 Ellington Road -South Windsor,Connecticut 06074 - (860)648-2970 - Fax(860) 648-8928 e-mail: info@newriverchurch.org - web site: www.newriverchurch.org CHURCH OF THE LIVING GOD 199 Deming Street • Manchester,CT 06040 860.648.0520 • Fax 860.648.2405 • www.CLGooline.net PX June 24, 2005 Planning and Zoning Commission Town of South Windsor South Windsor, Connecticut Re. Colonial Point Christian Church To Whom It May Concern: I am writing to express my full support for the site development and building plans submitted to you by Colonial Point Christian Church. Colonial Point's establishment, growth, and expansion plans are a great blessing to the community,region and the community of faith as well. No church exists simply for itself but for the glory of God and the well-being of the communities they serve. Having Colonial Point in our area enhances our ability as a community of faith to carry out faith-based initiatives to help make a difference in the lives of the people we serve, and having them in South Windsor is a great asset. Thank you for your favorable consideration of Colonial Point's application. Yours truly, Dr. David W. Mullen, Pastor -7f AVERY STREET CHRISTIAN REFORMED CHURCH 661 Avery Street E-Mail: averycrc@aol.com South Windsor, CT 06074 Website: www.aserc.org (860)644-2731 Jerry Lion, Pastor 4dr;zr Planning and Zoning Commission South Windsor, CT 06074 June 20,2005 Dear Members of the Planning and Zoning Commission, We write this letter to speak in support of the plans of Colonial Point Church to build a new worship center in South Windsor. It has been our joy in recent years to welcome Colonial Point Church to our community and to observe their growth. We have found them to be both welcoming and cooperative in working with other churches in South Windsor. Colonial Point is contributing well to the quality of life in our community. Having a worship center will enhance Colonial Point's finrther contributions to South Windsor. From our own recent experiences following the fire in our church building,we have seen first hand how important it is to have one's own building in order to do ministry well. With one's own building, so many more opportunities for contributing to community life become possible. As Colonial Point builds and becomes established in its own worship center,it will be able to further contribute to the stability of South Windsor and to enhance life in our town. We urge you to approve the building plans for Colonial Point Church. Sincerely yours, Rev. Jerald D.Lion Mr.Do glas Christians Pastor President of Council Proclaiming Christ as the World's Only Hope 95 Avery Street 0S Manchester, CT 06040-1761 phone: 860.432.3511 PZ0 fax: 860.432.3512 internet:www.colonialpoint.com June 22, 2005 Dear Future Neighbor, Over the course of the past few months you've probably noticed activity on the vacant parcel of land situated between Chapel Road and 1291 across from Betty Drive. If all goes well we hope that parcel will become the new home for Colonial Point Christian Church. We are extremely excited about joining the neighborhood and from the outset want to be a good neighbor. I feel this begins with an introduction on our part. Colonial Point Christian Church began on March 5, 2000 at Timothy Edwards Middle School. We continue to hold our services at the school each Sunday. We also have a Ministry Center located at 95 Avery Street just across from Walgreens, which houses our offices. You can learn more about our history and the activities of our church at our website www.colonialpoint.com. I invite you to check out the website and learn more about our history and commitment to building community. We are very excited about creating our first home for the church and have gone to great lengths to make it a beautiful space for the community. No doubt you remember the excitement you felt as you either built or purchased your first home. We feel exactly the same way. Our plans call for us to host a community barbeque on the site early next spring so we can get to know our new neighbors on a more personal level. Realizing this event is a long ways off, I would like to invite you to contact me if you have any questions now about our plans. Feel free to call 860.432.3511 and if I'm not available,please leave a message and I will return the call as soon as possible. We have been working with the Town of South Windsor's Planning Department at the Town Hall and have submitted a complete set of plans to them. I know they are open to your call as well at 860.644.2511 ext. 253. At Colonial Point Christian Church we value relationships. My hope and prayer is our relationship with our new neighbors will add value to all your lives. Thank you for taking the time to read this letter and I look forward to meeting you. Sincerely, Dave Johnson Lead Minister Colonial Point CHRISTIAN CHURCH �J "J N N Emor of 13 t mem ■ •— _._._. Futum Emnc o1 Basemen: Monument S;gn 6 Monurneni Sign A Architectural Relief Panel N i Chapel Road --- --— I — r • h P n , I „s, \Y t VV I � I IIIJJJ IA G 0 Y i I -- f Z Building Sign Z u P •c r: r U = c RECEIVED � L. JUN 2 8 2005 u SOUTH WINDSOR PLANNING DEF1. gyp, aJ Total SignageArea:50 sq.ft. 50 elm ' o ■� v Stand off Aluminum Channel Lettering Brushed Metal Finish Channeled Backlighting 16'8" y r. u .. , , q lu � s t i S C � _ 3' m r Amin, ; . ' +r y .12.05 , C y r � � sw-cPcc r � JI 1L V L C a _ 0 'o V Q 's QL- 3-10" y e y Architectural Relief Panel with embosed icon Brushed Metal Finish _ ff " Channeled Backlighting [ 9 a:- y ! 7'10" �. m-cPcc C (d 1 n_ , F ._ ,C V C du C .o 0 U $ N M®R ` O-T w t 4' 'F3 Sy i Jk 3 4 XY ✓'. �. 4� ayr. Y� f 1 ' l k Vf t II �{ 4. M � s v � L41 R �xy ; IT C W.IN u � t Ot Colonial Point Christian Chumh Signage Exhibits plainjoe I - r� � § < � � x « - - _ : � - . �y - �� - y o CCIf > Eel$ 2k% \ 9z0 ƒ\E\ /ƒ$\ /� 7 ■ Colonial Point Christian Church#■paeEhibt■Architectural Relief Qplainjoe South Windsor, CT m § studios c� RECEIVED � c MAY 1 u 2005 SOUTH WINDSOR PL41NING DEPT. � �-t ?�� f t /J �J ./ Z - �S SOWN SC F2C o . � -0s� � S � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSORICO TELEPHONE (860) 644-2511 From: Charles P. Danna Jr., Town Assessor To: Michele Lipe, Town Assistant Planner Date: July 6, 2005 RE: Residential Property Values as related to places of worship. Michele, The Assessor Office does not currently have any special valuation allowances (plus or minus) for neighborhoods with places of worship, nor for neighbors of places of worship. At the time of town revaluation in 1994 &2002, town properties were examined for many,many valuation considerations. As a result of our examinations a neighborhood valuation may have been affected by its location, development age, or zoning. At this same time there were no measurable valuation variances that required an adjustment for having places of worship in a neighborhood or to neighboring properties. Since the 2002 revaluation, this office has observed no changes in property valuations that suggest this type of valuation consideration allowance has changed. I hope this shall be of some small assistance to you and should you have any further questions please do not hesitate to ask. Q n -k �, YY}tht1� `I 12 STEWART APPRAISAL SERVICES P ZC 58 Hartford Turnpike Tolland, CT 06084 05. 3.7 10 (860) 871-8015 July 12, 2005 David Barry Jacobs Walker Rice & Basche, PC 148 Main Street P. O. Box 480 Manchester, CT 06045-0480 Re: P&ZC Appl 05-37P Colonial Point Christian Church Chapel Road, South Windsor Dear Mr. Barry: As requested I have analyzed the above noted property to determine what impact, if any, the proposed above noted development of a church, chapel, and the associated parking will have on neighboring property values. The proposed project is to be built in two phases although both are now seeking approval. Phase 1 is a 13,700 square foot church with attached classroom and social hall plus 7,500 square feet of finished basement offices and meeting rooms. In addition, there is a covered patio and an open air chapel plus two parking lots. Phase 2 will enlarge the church another 11,890 square feet on the first floor including enclosing the patio area, add 5,900 square feet of finished basement, plus add a covered bridge and enlarge one of the parking lots. This report specifically addresses South Windsor Zoning Regulation 4.1.8 which states Special Exception"uses will be allowed only when the Commission has determined that: .. there will be minimal adverse effects on existing uses in the area; surrounding property values will be conserved and the character of the neighborhood will not be unduly disrupted;..." My analysis, as outlined in this report, concludes that the proposed church, including the open air chapel and associated parking for both phases, will not have any adverse effects on the area existing uses or property values and will not disrupt the neighborhood. The scope of my work involved reviewing the proposed site plan dated April 12, 2005 and discussing it with the church pastor, Dave Johnson. In addition,the subject site and neighborhood were inspected and analyzed. Recent House sales throughout South Windsor were researched in the local Multiple Listing Service and the Assessor's office, and analyzed in regard to any impact from existing nearby churches. The subject proposed project was discussed with Michelle R. Lipe, the Assistant Director of Planning. The proposed plan is to build the project in two phases on a 7.25 acre site on the south side of Chapel Road. The unimproved site is basically 1,050 feet wide and 310 feet deep P&ZC Appl 05-37P Page 2 Colonial Point Christian Church Chapel Road, South Windsor and I-291 is its rear boundary. The eastern half is brush and open and the western half is naturally treed. The proposal is oriented around a green with a gazebo. Phase 1 consists of a 13,700 square foot church building with attached offices and a covered patio. In addition, there will be 7,500 square feet of finished basement, an open air roofed chapel,two paved parking lots, and a baseball field. The two parking lots will have 65 and 74 parking spaces and be to each side of the buildings. The existing trees will remain on the front part of the western half of the site;hiding the western parking lot and part of the main building. Walking trails will be built around the site including through some of the treed areas. A driveway will enter the site at each end of the road frontage and run close to the rear boundary. Phase 2 will involve enlarging the main church meeting hall from 250 to 500 seats, adding a children's center, enclosing the covered patio to enlarge the social hall area. The enlarged building will be 25,590 square feet plus 13,400 square feet of finished basement. In addition, a covered bridge will be built at the rear of the chapel providing a covered drop off spot with the driveway continuing to the eastern parking lot. This parking lot will be expanded from 74 cars to 140 cars. It is noted that Phase 2 will not be built now, but is included in the application and my analysis to reflect the larger size project when analyzing any impact on surrounding property uses and values. A copy of the proposed site plan is on the next page. The subject is in southwestern South Windsor in a residential area on a local collector road. Area properties are adequately maintained and consist of primarily single-family dwellings. Along Chapel Road a few houses were built in the last year and the subject is the last vacant parcel. I-291 bounds the neighborhood on the south and is the rear boundary of the subject as well as some houses on the south side of Chapel Road. Off the north side of the road is a residential development built in the early 1980s. These houses range in value from $270,000 to $385,000. The northeast corner of the general area is developed with a few condominium complexes. Less than two miles northeast is the Buckland Hills Mall regional shopping area. Chapel Road enters Manchester one- quarter mile east of the subject and becomes a light industrial and office park. To determine what impact the proposed multi-building church project will have on abutting properties, a similar situation was analyzed. This was done by locating a house that sold close to an existing church property. That sale property was then appraised making adjustments for all differences except the nearby church. By comparing the appraised value to the actual sales price, the impact of the church is indicated. My search of South Windsor located three properties that are close to, or abutting, an existing church facility. Below is a brief summary of two of the comparable properties analyzed and then a third property is outlined including a full valuation analysis. P&ZC Appl 05-37P Page 3 Colonial Point Christian Church Chapel Road, South Windsor I f t ( III iII I .. 1 u , II I I 9-a 4URS E ' ---------- WE EE ,I � P&ZC App105-37P Page 4 Colonial Point Christian Church Chapel Road, South Windsor The first sale located and analyzed is 22 Pintail Circle. This is a detached unit in the Lakewood Planned Unit Development that backs up to, and directly abuts, the recently built Unity Church. The dwelling sold July 6, 2005 for$290,900. The unit is a 7 room (3 bedroom)2 bathroom Cape Cod style unit containing 1,683 square feet. There is an attached one-car garage and the basement is finished including a Jacuzzi room. As can be seen on the two photographs below taken from the sale property's deck, the 7,700 square feet(first floor) church building is located directly behind the unit 80 feet away. The 59 car parking lot starts 70 feet from the condominium unit off to the side slightly. During a discussion with Laurie O'Brien,the seller, she indicated that she sold the unit without a realtor. During two open houses, approximately 40 people came and looked at the unit and only two made any comment about the abutting church. She sold her unit for $5,000 over her asking price with three active buyers competing. My comparison of this sales price to other sales in the complex found that this is the highest price obtained for a unit in the complex and there was no adversity from the very close church and parking lot. r The next property analyzed is 130 Hayes Drive. This Ranch style single-family dwelling is presently under contract and is located on the corner of Hayes drive and the eastern entrance to St. Margaret Mary's Catholic Church. This 1,00 seat church is located on a rear building lot with the parking lots to each side of the church building lined for 338 spaces. Directly behind the sale property is the eastern parking lot with no landscaping or tree buffering other than a 4 foot high chain link fence along the house boundary lines. The listing realtor stated that this property was contracted in four days with many lookers. The property was contracted over the asking price although the seller is paying closing costs resulting in a net sale price equal to the asking price of$216,900. The listing realtor stated there was not buyer adversity or resistance to the parking lot or the abutting church. My analysis of the sales price agreed that the abutting church and parking lot did not adversely impact the purchase price. P&ZC Appl 05-37P Page 5 Colonial Point Christian Church Chapel Road, South Windsor The third comparable considered and analyzed is 140 Cody Circle. This single-family dwelling sold June 6, 2005 for$342,000. The property is located on the cul-de-sac of Cody Circle less than 300 feet past Temple Beth Hillel, which is located on the corner of Cody Circle and Baker Lane. The temple has a 150-seat capacity that is expandable up to 260 seats, and has 102 parking spaces. On the following page is a Sales Comparison Analysis grid from a Uniform Residential Appraisal Report. The property at 140 Cody Circle is listed as the subject property and was compared to other recent house sales in South Windsor. By adjusting the comparable sales to the property at 140 Cody Circle for all differing characteristics except for the nearby temple, the impact of the nearby temple is identified. That is, the difference between the appraised value and the actual sales price is the value of the impact of the nearby temple. Adjustments were made to the comparable sales for time to reflect the increase in value from when each comparable sold to the June 6, 2005 sale date of 140 Cody Circle. Other adjustments were made for other differing physical characteristics, including site size, age and condition,house size, finished basement, air conditioning, garages, fireplaces, and porch amenities. As can be seen on the grid, the last line was left as a question mark to see if any indicated adjustment was needed for the temple being located three properties away. These three comparable sales indicated the value of 140 Cody Circle to be $336,000, $342,000, and $343,000 with $342,000 concluded. The property actually sold for $342,000 indicating that no adjustment was needed for the nearby temple. In other words,the existence of the temple that one must drive by to get to 140 Cody Circle did not have any impact on the purchase price or market value of the property. Further the existence of the temple in the neighborhood did not present any adversity to the house use or neighborhood. P&ZC Appl 05-37P Page 6 Colonial Point Christian Church Chapel Road, South Windsor ITEM SUBJECT COMPARABLE NO,1 COMPARABLE NO,2 COMPARABLE NO.3 14D Cody Circle 66 Jessica Drive 17 Cheshire Drive 10 Linda Lane Address South Windsor South Windsor South Windsor South Windsor Proximity to Subject 5 miles+l-Northeast 4 miles+A Northeast 3 miles+l-Northeast_ Sales Pri 345.000 325 000 I S 335.000 Price Gross Living Area 175.66 $_.1 165.19_ _ 171.05�t :. Data and/or town records, town records&Multiple Listing town records&Multiple Listing town records&Multiple Listing Verification Source MLS&ext ins eat Volume 1725 Page 163 Volume 1712 Page 311 Volume 1683 Page 166 VALUE ADJUSTMENTS DESCRIPTION DESCRIPTION +HSAIiiust DESCRIPTION + -$Adjust,_ ._ DESCRIPTION + -S Ad'ust Sales or Financing $310,500 FIX $215,000 ARM : $268,000 FIX Conc§ssions 30 Yr 30 yr 5.25% 30 yr Date of Sale/Tune closed 6-6-2005 closed 6-24-2005 0 closed 5-10-2005 ; _+2,000 closed 1-19-2005 : +17.000 Location residential _ residential 0 residential 0 residential _ _ 0 Leasehold Fee Simple_ Fee Simple Fee Simple Fee Simple Fee Simple Site 1.07 acre .45 acre +5 000 .43 acre +5 000 .93 acre 0 View averse average averse _ avers e Des n and Appeal Colon iallavera a Coloniallavera a Colon iallavera a Colon iallavera e _ Quality of Construction averse averse averse average Age 1995 _. _ 1986 1985 _ +10,000, 1993 Condition above averse good 0 above averse above avers e Above Grade Total Bdrms: Baths Total:Bdrms Baths Total Bdrms:_Baths_, Total Bdrms Baths Room Count _7 3 2:5. 8 4 2.5 8 4 2.5 8 4,. ; 2.5 Gross Livin Area- 1.966 So.Ft. 1,964 S .Ft. 0 1,900 Sq.Ft. +2 500 2,028 S .Ft. -2.500 Basement&Finished full full full full Rooms Below Grade none _ rec room -4 O00 rec room -4,000 none_ _ • Functional Utility averse averse averse averse He i ' oolln hwbbinone hwbbinone hwbblcentral -3 500 hwbblcentral -3 500 Energy Efficient Items typical typical _._._ typical _ typical Gars a Car attached rt 2 car attached ..._ 2 car attach 2 car attached _ 3+car attached 5.000 Porch,Patio.Deck, no fireplace 1 fireplace -4,000 no fireplace 1 fireplace -4,000 Fire laces etc, deck open porch large deck +1.000 Security system +5,000 security,patio Fence,Pool,etc. o ck_fence ) .; -1 000 Outside influence nearby Temple none ? none none _ ? Net Ad. total + - 2.000 + - 172000 + - S 1,000 Adjusted Sales Price of Com arable $ 343,0001 $ 342,000 336,000 In conclusion, my analysis of the South Windsor housing market indicated that the subject proposed church facility including multiple buildings and two parking lots, does not have any adverse impact on existing surrounding property values. This conclusion was derived from analyzing three recent sales of single-family dwellings that are near or abut existing churches in South Windsor. The first was a Planned Unit Development detached dwelling that was within 70 feet of the parking lot and 80 feet of a church building. The rear deck looked directly at the church building and parking lot. The second sale analyzed is a smaller Ranch style dwelling that abuts a much larger church with two large parking lots. One of the parking lots is directly behind the house and the two lane driveway runs along the property's side boundary. The third sale analyzed is comparably priced to houses in the subject neighborhood and it has two houses between it and the temple property. Further,to get to this sale property, one must drive past the temple, which is located at the front of the site although some trees block the direct view of all the parking. The temple building is by the road in direct view from the road and surrounding houses. These three sales provided very good market reaction of buyers of houses near or abutting an existing church in South Windsor. These sales also indicated that churches do not create any adverse effect on surrounding houses and do not disrupt a residential neighborhood. P&ZC App105-37P Page 7 Colonial Point Christian Church Chapel Road, South Windsor In conclusion, in my opinion,the proposed Colonial Point Christian Church facility, including both Phases 1 and 2, as presented, will not adversely affect the use or property value of existing area houses (properties) and will not disrupt the neighborhood. Very truly yours, Robert G. Stewart, SRA CT General Appraiser#RCG.581 Expires April 30,2006 [052801 05-3 p 641 >a^ 6s !47 FITZGERALD & HALLIDAY, INC. r ' 72 Cedar Street, Hartford, Connecticut 06106 Tel. (860)247-7200 Fax(860)247-7206 MEMORANDUM To: Pastor David Johnson Project: Colonial Point Christian Church, South Windsor, CT From: Carla Tillery Date: July 8,2005 Subject: Traffic Impact Assessment This memo is an addendum to our traffic impact assessment dated June 3, 2005. The purpose of this addendum is to address questions related to parking and traffic and safety related to the non- service activities raised at the public hearing held on June 28,2005. Parking Assessment Existing Conditions Currently, worship services for Colonial Point Christian Church are held at Timothy Edwards Middle School on Arnold Way in South Windsor. Two morning worship services are held on Sunday mornings (9:00 AM to 10:15 AM and 10:45 AM to 12 Noon). The highest level of vehicular activity will occur between the two morning services when church members are arriving for the second service,while others are leaving the first worship service. Field observations were conducted on Sunday,April 17, 2005 to observe traffic flow and parking conditions. On this day, there were a total of 210 attendees combined for the two services. Traffic flow on the roadways surrounding the school operated well and a maximum of 59 parking spaces were observed to be used during the peak hour of vehicular activity. It was also observed that most vehicles arriving and leaving had more than one person in the vehicle. Future Conditions The parking area will be completed in two phases. The first phase will yield a total of 133 parking spaces. Following the second phase of construction, a total of 199 parking spaces will be available on-site. The Town of South Windsor zoning regulations require one parking space for every three seats at church facilities. Based on these requirements, the proposed facility with 500 seats; 167 parking spaces are required. To determine whether the total of parking spaces provjded by the proposed facility will meet the needs of the proposed facility, the number of parking spaces expected to be generated as a result of the proposed church was estimated using the Parking Generation, 3rd edition, published by the Institute of Transportation Engineers (ITE). It is estimated that 220 parking spaces is needed Planning Consultants based on full occupancy of the proposed sanctuary (500 attendees). Assuming an even distribution of attendees between the two services, this would yield a vehicle occupancy of approximately one person per vehicle. Based on this assessment, it is concluded that 199 parking spaces will meet the parking needs of the proposed facility. This amount of parking will meet the Town's requirements and will also assume a vehicle occupancy greater than one person per vehicle. Non-Service Activities At other times of the week, the facility will be used by church administrative staff. In addition, the facilities are made available for church members for fellowship, bible study, small group meetings, and/or recreational activities. Such gatherings are expected to be small in scale and dispersed throughout the week, and, as such,will generate a minimal amount of vehicle trips. Activities are also anticipated for the ball field and would occur before dusk, as lighting is not provided for the field area. During Phase I, the ball field will be approximately 1 acre and will be used for recreational activities for small groups. Its limited capacity will not accommodate sporting events such as a little league game but would have the capacity to accommodate an event such as a T-ball or a soccer game. For a conservative assessment of traffic impacts as a result of the ball field, assuming that a T- ball event would be held, it is assumed that there will be approximately 15 players per team, a 2 person-staff per team, and 1 umpire. Estimating approximately 2 trips per player and 1 trip per staff,there would be 65 trips generated to the event. During Phase II, which will occur 8 to 10 years after the construction of Phase I, the ball field will be approximately 16, 000 square feet and will generate fewer trips than during Phase 1. Conclusions This assessment indicates the following: • The total amount of parking spaces provided will be adequate to meet the parking demand of the facility. • Traffic generated by non-service activities will not negatively impact the surrounding roadway network. Traffic generated by the proposed facility for non-service activities will be accommodated by the existing roadway network. Planning Consultants Pzc Sound study Colonial Point Christian Church South Windsor, Connecticut The following report was prepared to address questions raised at the Planning and Zoning hearing regarding sound levels in the vicinity of the site, and projected impacts due to the development on the site. The intent of the study is to verify the existing noise levels along the frontage of the neighbors directly across the street from the site due to noise from the 1291 highway. A Sper Scientific sound meter 840005 was used for the study. This meter allows for measurement of sound in decibels with 2 ranges, a high range from 80-120 decibels, and a low range from 40-80 decibels. The meter also has a battery check function to insure that the batteries in the unit are ok, and a calibration check. Sound readings were taken in 7 locations along the existing sidewalk on the north side of Chapel Road on June 30, 2005 from approximately 1:30 P.M. to 2:15 P.M. The locations sampled included locations where the 1-291 highway traffic was directly visible, and locations where it was obscured by vegetation including the dense existing forest. The readings were taken during periods when there were no vehicles traveling along Chapel Road in the vicinity. The readings pertain to the periods when the highway noise was the predominant noise-source: A number of observations were made during the noise-survey: I. All seven locations are approximately the same distance from the highway (approximately 450' from the edge of the westbound lane). 2. Vehicles traveling along Chapel road are the predominant noise source during-the periods when the vehicles are in the vicinity of the neighborhood. In particular; for the western most location of the survey, vehicles such as modified cars pick- up trucks, and delivery trucks starting from as far away as the intersection of Long Hill Road and Chapel Road had a greater impact on the sound level than the 1-291 highway. 3. Vehicles traveling along Chapel road typically exceed 80 decibels. This includes trucks and most types of automobiles traveling into and out of the neighborhood. The noise readings taken at the seven locations during the periods when the highway is the predominant noise source, and is as follows: Range of Location Reading (db) A 52-58 B 50-58 C 52-58 D 52-b0 E 52-58 p 50-59 G 53-59 As can be seen from the readings taken,the decibel readings taken did not vary significantly from location to location. There was no discernable impact on the noise levels along the sidewalk across from the site due to the existing vegetation on the site. 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AMA AMw 7 M ,rafl,e�oV�faawlleplepvA�w1 avo "-.I WN a-at%am" ift 1FM w1 awaa IMOI 1a0 A, 7M1 1.o [!IN O 0L ATMM O103M M W OW a0Y AVW M?IYo1O1 OWM A WMM MOM MM q w1,40 MMM 111/AM A AMa-MaA,0atwa A MOPWA 0 MMONOW A yYA ASWa AM/0 1Mw AWIaf7M•1 a�leua•r w •07aalSM W" IMM,M*Omw_r wan tWEwa_•_ IOWAI AM-.•t.- •ww MYo)!a ou[NO OMD7 s a aw0l,aw aMwsa••A AMYMMM w M•11 Mi*.I"'Z •ww w Mlw AYIN s a boom 1 •. >w ww M nl sa= a al aw Mae ,Mrla M w no alr wwwl aY wd YMOM1 AWOM•GOAN ••WA-V 1•gM'►•At-WW,A qW 1aa 7Y am n""AWAww wawa 'MW m M W AW*WM Ma11W 00 Mm MOMS MOM row*wAfts w� TOM AAWWAM M O 0 1 W WfW owu W..1JWC a a Oxman wW-t X=Mow w w lww#e >r eM,w,wM,tMiw Y ae� oat W,MM v*awip •YMMO„W w 0wl DW o101m A MOY1Js'1 2 Yo•MaM atlao imm ow01m w An M emu M vloaw, TS'1 w Mr wawa a 401OM mum I s pz 4:� c)- rn Ch 1 Colonial Point Christian Church H Signage Exhibits South Windsor, CT Monument Sign B Q*injoe s t u d i o s l � Colonial Point CHRISTIAN CHURCH APR 0 3 2006 April 3, 2006 Marcia A. Banach, Director of Planning Town of South Windsor `;` 1540 Sullivan Avenue South Windsor, CT 06074 Dear Marcia, I want to thank you again for meeting with me on March 31, 2006 and answering my questions pertaining to the ongoing development of our Chapel Road property. Following is a summation of our immediate plans that you requested I put into writing for the Planning and Zoning Commission. We continue to work with our architects and planners so we can present the final drawings that were called for in the approvlal letter dated July 19, 2005. At this point in time, I do not have a specific date as to when they will be available for submission. Consequently, we have yet to set a target date to actually begin construction. Our immediate plans are to remove all the garbage from the site and create the walking trails planned for the west end of the property. The trails were a part of the conceptual plans approved by the Planning and Zoning Commission and part of our desire to preserve the natural beauty of the site. We have named the trails, Life Trails, and are making them available not only to our church members but also to the local neighborhoods. PO sox 1145 South Windsor,CT Weather permitting we will begin the clean up process and work on Life Trails the 06074-1145 weekend of April 7-8, 2006. Please note we will not be removing any living trees, P(860)432-3511 simply trimming existing low lying branches and the dead wood in close proximity to the F(860)432-3512 trails. We have rented a large commercial chipper to make the wood chips that will be www.colonialpoint.com used as the base of the trails. We will not grind any stumps or do any digging to create the trails. Our hope is to have the trails completed by the end of the month. Dave Johnson Also during the weekend we will distribute an informational flyer about the trails to the Lead Minister surrounding neighborhoods. It will include our invitation to them to use the trails at their Mike Houle convenience. We want to add immediate value to the community by providing a place Associate Minister for exercise and nature enjoyment even before the construction process begins. We are excited to be able to provide this opportunity to the town of South Windsor. Meeting for Sunday Worship Services at Timothy Edwards Middle School 100 Arnold Way South Windsor, CT 9:OOam Et 10:45am f R Marcia Banach April 3, 2006 Page 2 We also hope to use the site for occasional congregational gatherings such as a short Sunrise Service on Easter Sunday, April 16th. These gatherings will not create any disruption to the neighborhood. The April 16th gathering will be a simple, quiet, meditative celebration of the foundation of our faith — Easter. Other similar gatherings may take place periodically as the weather and mosquitoes allow. During the summer months we hope to also host events like a large barbeque for not only the church but the neighborhood as well. As we shared in the public hearings, our desire is to add value to this wonderful community and feel we can do so even prior to the construction of our wonderful building. I hope this letter conveys our heart and desires. Please feel free to contact me if you have any questions. Sincerely yours, i ,11 C � �vidS. Johnson Lead Minister CERTIFIED MAIL 7006 2150 0005 7640 3787 June 26, 2007 Mr. Tim Mulcahy 107 Old Windsor Road. Bloomfield, CT 06002 Re: Appl #05-37P, Colonial Point Christian Church-Change Order Dear Mr. Mulcahy: Please be advised that the Regular Meeting of the Planning & Zoning Commission in the above referenced matter has been scheduled for Tuesday, July 10, 2007, in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the hearing to represent the application. One sign advertising the hearing must be posted on the property for ten (10) consecutive days prior to the hearing and must be clearly visible from a town street. Please have one sign posted on the south side of Chapel Road, opposite Betty Drive by Friday, June 29, 2007. Signs can be obtained in the Planning Department. Sincerely, Maria D. Acevedo Administrative Secretary RECEIVED TOWN OF SOUTH WINDSOR MAY 2 1 2007 STAFF SITE CHANGE SOM WINDSOR PLANNING DEPT. FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON -i m M L c jq 1�`( Phone No. �?iat� Address l0 1 bLt> u_,tw a$c,r r 13i e !%, FI le-t.Q e-'T` Site Name (',-pup j, ?C)i Yj r jnto t,fiad P&Z No. Owner ' /_n:vr�aL f Phone No. '-A3Z -'35 i i Contractor Dvt!�,w R r Signature of Owner Date: Signature of Design En r. g g Date: 5--14 CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile ofnn Change. ) o e-,-- PA rt-J`s M 01 QX�v 7J f T !>t a A-1 ,- ..I._ Reason for Change: (Why is change required) A, 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 CT LIC# 103122 6 SANDRA DRIVE SOUTH WINDSOR,CT 06074 (860)289-8512 S� te: October 27, 2010 To: Town of South Windsor Planning&Zoning Department Re: Colonial Point Christian Church 855 Chapel Road This letter is to confirm that all interior& exterior lighting fixtures have been installed per the approved plans and specifications Sincerely, Bernie Morissette General Manager