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Site Plan of Development (106)
TOWN OF SOUTH WINDSOR PLANNING& ZONING COMMISSION APPLICATION FORM Application No: n q -(p d f Official Receipt Date: �1 z 1T Receipt No: APPLICANT: Jeffrey Sawyer, Generation2, Inc. REND PROJECT NAME: WENTWORTH PARK OCT - 5 Z004 ADDRESS: 27 Summersweet Drive, Glastonbury, CT 06033 SOUTH VVINDSOR PLANNING DEPT. OWNER OF RECORD ON LAND RECORDS: Lois H. Peterson ADDRESS: 440 Deming Street, South Windsor, CT 06074 COMPLETE LOCATION OF PROPERTY: 225 Oakland Road ASSESSOR'S MAP # 52 PARCEL# 103 ZONE: Restricted Commercial NAME, ADDRESS, TEL& FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Karen M. Isherwood, P.E., 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) i" [m Subdivision/Resubdivision F Open Space Subdivision(Public Hearing Required) — Subdivision IF Minor Major F Resubdivision(Public Hearing Required) F Minor i Major f.-. Conditional Approval f-- Special Exception to Article (Public Hearing, Certified letter to abutters X Site Plan of Development General Plan of F Earth Filling(Sec. 15)and/or Earth Removal(Sec. 14 - Public Hearing Required) Regulation F"Zoning f"- Subdivision (Attach proposed amendment) Temporary and Conditional Permit for Major Home Occupation for Other(explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. 15 `I¢ -0 Signa of Applican Signature of Property Owner Page 2 `"toning Board of Appeals Minutes March }� , 19 March 10 , 1988 Special Meeting/Worksession South Windsor Town ' d honing Board of Appeals Minutes Members present: M. Anthony, R. Warren, R. Eriksson, T. Murrin = � � lication #1790-88 - Earl Reichle continued: Alternates : L. IJeary (sitting for B. Murray) �Ap d Meetingcalled to order at 7 .15 p.m. would have to be a stand that would be of a remove able nature . ; jt V__,,ith ample off-street parking." ter a lengthly discussion, motion was made by T. Murrin to grant Chairman Eriksson said he spoke with the Vice-Chairman of the - YA ear temporary orar & conditional permit for a temporary and two-Y P y Planning & Zoning Commission regarding the questions the board removeable roadside stand as defined in Section 4 . 1. 4b of the Zoning had on a few of the applications before the board and reported thegegulations with use permitted for 8 months in each of the two years. 1� following: - � 2he stand should be 40 feet from the road with ample off-street { rovided. The plans presented with the application for a r 1. Mr. Eriksson asked what type of development PZC would like 'to ' parking p PP / P see B ckland Road? The question was raised because of was not a roved was not of a tem orary and removeable on u q e of the mature. Motion was seconded by M. Anthony. All voted in favor. ZBA application by Earl Reichle for a permanent farm stand ori' - ' the east side of Buckland Road. Mrs. Montana , the Vice-Chairn4a_n -Unanimously carried. of PZC, stated because of a new residential development that ' �' I EFFECTIVE DATE: March 25 , 1988 recently approved near Mr. Reichle s site, the intent for this3 t a'II area would be residential, not commercial. She thought PZC . would have no objections to a temporary & conditional permit being granted to the Reichle ' s. { Sri Ap lication #1791-88 - A � P ALhalos , Peter Patsakis , and I i 2 . Mr. Eriksson said he asked Mrs. Montana how PZC -felt variances =i for parking requirements should be handled and was told that- y T. Murrin to den without After a brief discussion, motion was made b y A�� !1 ZBA could defer those requests to PZC. Mr. Eriksson was told .. prejudice a re uest for a variance to Section 8. 4 of the regulations ^ ,I that it' s not unusual for PZC to waive the parking requirements " to allow a reduced number of parking spaces as required and granted on most developments that request it. r the requested variance to Section 5.4 of the buffer regulations sub- to th ..: o ' t '.o t : t the �Lntent o the buf s wi 11 3. Regarding the new buffer regulations , Mr. Eriksson reported ;that { PZC was aware of a few applications that were alreadysubmitted i.F bdu with as close as possible within` land available as shown 3 to PZC that would have a problem meeting these new regulations Mr. Eriksson said PZC would have no problem with the applications " receivinga variance from the new regulations because the hard g The board noted the hardship to be that subjecting a site as small � ,;' ship existed because of the new change after submission. PZC , I, as this one to too much buffering would make the site unusable, losing 1 suggested that buffers should be provided where ever possiblet unacceptable amount of land. They also noted that the site plan -�k,z ` to comply with the intent of the buffer. Mr. Eriksson said that an unac Mrs. Montana said she didn' t want to speak for the whole Planning land. submitted to PZC prior to these new buffer regulations eing & Zoning Commissio ?and suggested in the future that if ZBA _ placed in effect. wants an interpretation of anything from PZC they should write All voted in favor. Unanimously N to PZC and they will reply in writing. . Motion was seconded by M. Anthonv- carried. 4. Mr. Eriksson said also he was told that setbacks are measured EFFECTIVE DATE: March 25 , 1988 V. _ ._ .from the property line, not the street line. General Building Su ply Company - P y Old Business : 'application #1792-88 - GR Realty, - s. 1' .' 1. Application #1790-88 - Earl A. Reichle Motion was made by T. Murrin to grant a variance of approximate y y p 25 feet to the required buffer zone at the westerly boundary as 3; After findingout what intent PZC has for the east side of Buckland shown on the map submitted with the application. Motion was seconded : . It Road, the board noted that Mr. Reichle should be permitted to have by R. Warren. a Temporary & Conditional permit that would allow him to have busine55 for 8 to 9 months out of the year on his property. The board noted '` '<oehler-*RE: 04-62P Wentworth Park Page 1 From: "William Lanning"<WLanning@southwindsorfire.org> To: "Kelli Koehler"<koehle@southwindsor.org> Date: 10/27/04 7:44AM Subject: RE: 04-62P, Wentworth Park -----Original Message----- From: Kelli Koehler[mailto:koehle@southwindsor.org] Sent: Tuesday, October 12, 2004 9:33 AM To: Bob Deptula; Jeff Doolittle; Chris Dougan; Ray Favreau; Matt Galligan; Mike Gantick; Kristian Lindstrom; Cathy Molloy; Sgt. Rich Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead; William Lanning Subject: 04-62P, Wentworth Park Please respond with any comments thank you-Kelli Kelli Koehler Administriative Secretary I will review construction plans later, OK to move forward. Wm. R. Lanning 1V/UD/V9 1J;JO TAA OOV Z4U 0101.1 IRLIAMA I.ULLINA LLr CrrYPLACE 1 MURTHA CULLINA �LLP lAs FORD. STl2Etr HARTFORD.CONNLCTLCUT 00103-3464 A T T O R N E v s A T L A W TELEPHONE(A60)240-6000 1ACSIMILE(860)240.6150 www.murrhalaw.com IRWIN 1.HAUSMAN rt60)240601Y HAUSMANOM URTRA LAW.COM � r October 5, 2004 L 5 2004 S Uf ri�INDSJ�PLANNING DEPT. VIA FAX (291-$757) Ms. Andrea Momnie Executive Coordinator Design Professionals, Inc. 165 South Satellite Road South Windsor, Connecticut 06074 Re: Lois Petersen 225 Oakland Road Dear Ms. Momnie: This office represents Lois Petersen, and we have spoken to our client in connection with the signature of the owner on the planning and Zoning and Wetlands applications. You are hereby authorized to sign both applications in the form attached on behalf of Mrs. Petersen. If you need anything further, please let us know. Very truly yours, Irwin J. Hausman Attachment naErtly� B •0 $ TON HA RTFORD NE W H A V F N -- - South Windsor Planning Department Memo To: Alan Lamson,AIA, FLB Architecture&Planning, Inc. From: Marcia A. Banach, Director of Planning Date: October 8,2004 Re: Architectural elevations,Wentworth Park,Oakland Road I have reviewed the architectural elevations included with the above-referenced application and note that,while the front elevations are very attractive, the side and rear elevations are very plain.The sides and backs of these office buildings will be very visible from numerous locations, including Oakland Road. I strongly recommend that the architecture be enhanced prior to presentation to either Architecture&Design Review or to the Planning and Zoning Commission.As you are aware from past experiences,the PZC will insist upon excellence in architectural design. If you have any questions, please do not hesitate to contact me. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280 e-mail banach(a�southwindsor.org 0 Page 1 MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer NOV 0 3 2004 t Date: 11/3/04 �. ;,(Y'ffEa ,,,4,HG[Y:ll'i. RE: App 04-62P, Wentworth Park I have reviewed the site plan for Wentworth Park at 225 Oakland Road and have the following comments: 1. Revise the entrance drive so there is only one curb cut on Oakland Road. Two curb cuts r n p ese t unnecessary conflict points. 2. Why is the concrete sidewalk extended out to Oakland Road? There is no cross walk there and no other sidewalk to connect to. If this is for a bus stop it should end at a larger concrete bus pad. 3. It seems that three detention basins are not needed for this size site. The smallest basin on the SE side of the site has very little water flowing in or out. Detention Basin 2 is the deepest basin (6-7 feet deep) and is close to Oakland Road on the north west comer of the site. All these basins could be combined into 1 or 2 basins and parking areas added closer to the road. This would also eliminate the need for one Baysaver unit. Suggest the drainage be revised to eliminate one or more basins and/or reduce the size of the basin closest to the road. 4. The detention basins are shown with steep side slopes (2.51-1:1 V) How will these be stabilized and maintained? 5. The detention basins need stone overflow spillways. 6. The inlet to the detention basin in the southeast side of the site (DB#1) is only a 4" PVC pipe. This will clog easily and will be difficult to maintain. An inlet structure and larger pipe needs to be included here. 7. The catchbasin at the southwest end of the parking lot island is located such that it will be very difficult to pick up all the surface runoff from the northeast without ponding in the parking lot with minimal slopes. Suggest 1 or 2 more catch basins be added in the southwest comers of the parking lot to better collect surface drainage. 8. Complete the drainage report. The Table of contents and first 4 pages are incomplete. 9. Revise the sewer laterals so there is one lateral for each of the 12 building units or provide a common outside lateral for each building with separate cleanouts for each unit. 10.Widen the sidewalks to at least 5 feet where there are parking spaces up against the walk. Where there is handicap access the sidewalk needs to have at least 5 feet clear of any obstructions so the walks might have to be 6 feet wide or more in these locations. 11.Provide calculations for the size of the Baysaver units proposed. Also specify the manhole size to be used with the Baysaver units. 12.WPCA review and approval is required for this site plan Please call me (x 245) if you have any questions. DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis November 4,2004 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 Attn:Ms.Marcia Banach NOV U 4 2004 Senior Planner S()U 11 Re:Wentworth Park Dear Marcia We have enclosed 8 sets of revised plans for the above referenced project. The plans have been revised to address a number of issues raised at our meeting on Monday November 1,2004. Revisions were also made to address a number of Inland Wetland Comments. Our revisions are as follows: 1. Two sets of southern buildings were reduced in size to provide greater separation distances to the wetlands. Architecturally,the buildings will look identical to the architectural plans submitted. 2. 4 parking spaces removed to provide greater separation distances to wetlands. 3. Entrance drive reconfigured to provide single entrance. 4. Drainage outlet to northwestern basin revised to provide greater separation between inlet and outlet. 5. Sidewalks increased to 5' in width. 6. Handicap parking reconfigured to provide a flush transition between handicap space and sidewalk. 7. Other revisions to zoning data block,utility layout etc.per design revisions. We did not revise the detention basin layout. The architectural design review committee responded favorable to 3 smaller basins verses one larger basin. We also note that the basin in the front is small in size,and will not be a dominant feature. The small detention basin will be dwarfed by the much larger basin area recently constructed by Berry Patch immediately to the south of this basin. Revising the detention basins will also cause a net loss in parking spaces on the site where we are already asking for a waiver for parking. Lastly,the replacement of this basin with parking area will not provide a more visually appealing frontage for the site. We are submitting the revised plans as promised in order to be scheduled for the Planning and Zoning Hearing on Tuesday,November 9,2004. We received comments by Jeff Doolittle today. The plans were completed and printed prior to the comments being received. The plan revisions address the major issues,and we do not anticipate any problems addressing the remaining issues satisfactory. We would anticipate addressing the remaining Engineering comments either as part of addressing Planning and Zoning comments should the hearing be continued,or as part of approval conditions should the hearing be closed. Please review the enclosed,and call with any questions or comments,or if you need additional information. Sincerely, Galen Semprebon,P.E. South • • Planning Department Memo To: Karen Isherwood, P.E., DPI From: Marcia A. Banach, Director of Planning Date: 11/05/04 Re: Wentworth Estates Site Plan PlanningDepartment review comments -p e is for the above referenced site: 1. The topographic plan needs T-2 certification per the zoning regulations. 2. There is no buffer cross-section as required by Section 10.4.c. It appears from a field visit that the buffer as shown on the site plan does not now, and will not in the future, satisfy the buffer requirements of Section 10.4.a. Please be prepared to address this at the PZC meeting on November 9. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280 e-mail banach@southwindsonorg 0 Page 1 elli Koehler Re Appl 04 62P, Wentworth Park ge 1 From: Sgt. Rich Bond To: Kelli Koehler Date: 11/5/04 11:01 AM Subject: Re:Appl 04-62P, Wentworth Park Consulted with Chief Tyler regarding the attached. Given the estimated low traffic generators predicted for occupancy, there are no immediate concerns. The proposed driveway must act with and not against any driveway plans for adjacent SRD. If all thoughts of widening Rt 30 for a bypass lane associated with Berry Patch are abandoned, then perhaps consideration could be given to minor widening at this proposed entrance drive. Obviously, all DOT requests to be followed. Sgt. R. Bond >>> Kelli Koehler 11/05/04 10:55AM >>> Rich-Please find attached and you can just email back your comments. thanks Kelli Kelli Koehler Administriative Secretary No.:.,, 08 04 04: 52p Design Professionals 860-291 -8757 p. 2 DESIGN PROFESSIONALS, INC. civil engineers .planners • surveyors • gis November 8,2004 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 Attn:Ms.Marcia Banach Senior Planner Re: Wentworth Park Dear Marcia We have received your comments dated 11105104,and Jeff Doolittle's comments dated 11/3/04. Due to the timing of the Planning and Zoning Hearing,we were not able to revise the plans to address these comments,though our previous submittal addresses a number of the comments. Our responses to the like numbered comments areas follows: Your comments 1. The T-2 certification will be added to the topographic plan. This was an oversight,and all topography on the plans meets T-2 standards. 2. Buffer cross-sections are being prepared for the Plannin g tng and Zoning Hearing. The issue of the buffer requirements will be addressed by Dick Boston at that meeting. Jeff Doolittle's Comments: I. The entrance drive has been revised in the latest submittal. 2. The concrete sidewalk has been extended out to Oakland Road b-cause we believe based on previous applications that the commission would want this sidewalk extended out to Oakland Road. There is no bus service along Oakland Road presently. 3. We did not revise the detention basin layout. The architectural design review committee responded favorable to 3 smaller basins verses one Iarger basin. We also note that the basin in the front is small in size,and will not be a dominant feature. The small detention basin will be dwarfed by the much larger basin area recently constructed by Berry Patch immediately to the;south of this basin. Revising the detention basins will also cause a net loss in parking spaces or,the site where we are already asking for a waiver for parking. Lastly,the replacement of this basin with parking area will not provide a more visually appealing frontage for the site. 4. The basins will be stabilized with a number of measures including;seed mixtures appropriate to the areas, and wetland plantings within the base of the basins. 5. The 2 detention basins on the western side of the site were designed to have the grate top of the outlet structure act as the high level overflow for storm events greater than the 100 year design storm. The basin behind units 4-6 will overflow to the paved parking area for sto�nn events in excess of the 100 year design storm. 6. A detention outlet structure will be added to the southeast detention basin(behind units 4-6). 7. The amount of storm runoff to the catch basins from the parking lets in front of units 1-3 and 4-6 is fairly minimal,and with proper construction,we would not expect any problems with storm runoff ponding. The grades around the island to the catch basin are substantially greater than minimum slope. 8. The drainage report will be completed with the revisions noted. 9. The sanitary sewer laterals will be revised as noted. t_ No;+ 08 04 04: 53p Design Professionals 860-291 -8757 p. 3 10. The sidewalks have been widened to 5' in width,and the pavement sloped up at the handicap spaces to provide a smooth transition. 11. The Baysaver units to be used are both 1000 K units as noted on the topographic plan. The Baysaver units were sized based on flow through the Baysaver units,imd the maximum treatment flow required(see table on Baysaver detail sheet). Based on the table on the B aysuver detail sheet,the smallest manholes (48"primary and secondary)would be adequate based on impervious coverage on the site. 12. WPCA review and approval will be required after Planning and Zoning approval is obtained. Please review the enclosed,and call with any questions or comments; or if you need additional information. Sincerely, �X Galen Semprebon,P.E. 165 South Satellite Road, South Windsor, Cornecticut 06074 Tel: (860)291-8755 e Fax: (860)291-8757 ti r Appl #04-62P, Wentworth Park Site Plan November 9, 2004 Planning Department Report 1. Request for site plan approval to construct an office park consisting of 12 condominium units in four buildings at 225 Oakland Road, RC zone. Maximum impervious coverage allowed is 60%, 48%proposed. Lot size is just over 3 acres; minimum lot size allowed is 30,000 sq ft. Lot frontage is 410 feet; minimum required frontage is 150 ft. Front yard setback is 70 feet, 65 feet required. Proposed building height is 35 feet; 45 feet allowed. 2. The land to the north, south and west is zoned residential; the land to the east is zoned restricted commercial. The Zoning Board of Appeals granted a variance in 1988 to reduce the buffer width along the residential property boundaries to 15 feet. The normal buffer width required is 50 feet. . The applicant submitted the site plan with two curb cuts in fairly close proximity and a one-waytraffic pattern. Staff had concerns regarding P g g potential conflicts with that arrangement, and the site plan was revised to reflect a single curb cut. 4. Required parking for office use is 4.5 spaces per thousand square feet, which results in a requirement for 152 spaces. The applicant is requesting a waiver of seven spaces to allow 145 spaces. 5. The Architectural and Design Review Committee reviewed this application on October 21 and had no comments. 6. Lighting consists of full cut-off decorative parking lot fixtures that appear to be on �poles. 7. Parking lot landscaping requirement is for landscaping on 5% of the interior of the lot. The applicant has provided 11.3% parking lot landscaping. 8. The site as designed has three small detention basins, one of which directly abuts Oakland Road and is about, eet deep. The Town Engineer will have further comments regarding this situation. 9. The applicant is proposing an illuminated monument entrance sign with a brick background, height about 4.5 feet. The sign detail is shown on page L2. IO.The buffer requirements of Section 10.4 require that the field of view between abutting residential and non-residential uses shall be substantially obscured visually by maturity of planting. The 15' buffer that ZBA created by variance is located on the far side of the ditch and is currently comprised of scrubby deciduous growth. According to the ZBA minutes, a condition of the ZBA approval was that the intent of the buffer regulations regarding the kind of plantings and purpose of the buffer zone will be complied with as close as possible within land available as shown. There is no proposal to supplement the actual buffer with any plantings. The applicant is proposing to plant shrubs such as rhododendrons and dogwoods on the near side of the ditch along the side property boundaries, virtually none along the rear property boundaries. It appears highly unlikely that, as proposed, the buffer will meet or even come close to the requirements of Section 10.4. 11.There are regulated wetlands on the site. IWA/CC granted approval on November 3 with a $5,000 bond for erosion and sediment control and a $5,000 bond for establishment of stormwater structures, plus an approval condition that the applicant must bring in topsoil, as there is none on this filled site. Also, IWA/CC is requiring removal of a corrugated metal well on the site. 12.Public water and sewer are available. Water Pollution Control Authority approval is required. 13.There is a dumpster pad located at the southeast corner of the parking lot. We would note that, if the single location turns out to be inadequate, any additional dumpster locations would need change order approval; we would not expect to see additional dumpsters just appear on the site. 14.Fire Marshal has reviewed the plan and has no concerns. 15. If this application is approved, Planning Dept. requests that the buffer be designed in accordance with the regulations, VVL 4TlIVlT1 L.r WV VM KllV �� U J NOV-10-2004 03 :07 AM MARPETPRESS 8608755205 P. 02 w Town 11:2-.0 Iti-Sou'a a 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 AREA CODE 660/644-2511 Town of South Windsor Planning & Zoning Commission Timothy Wentzell, Chairperson Planning & Zoning Commission Members Re: #04-62P —Wentworth Park—225 Oakland Road Dear Tim and Commission Members: At its October 27, 2004 meeting the Economic Development Commission directed me to contact you in support of the above application. I am submitting this letter for your records. It is the EDC's strong belief that approval of this application is in the best interests of the Town of South Windsor and its citizens. Wentworth Park will provide a much-needed addition of professional owner owned office space to our inventory of commercial properties. The location of this project enhances the Town's ongoing efforts to develop high quality commercial development in and around the town center. It satisfies a definite economic need while meeting standards set for aesthetic quality and public safety. It is the EDC opinion, that the applicant has struck an excellent balance between preservation of our natural resources as well as a successful appropriate development project. We hope you will find, as the Economic Development Commission has, that this project is worthy of your approval. Please feel free to contact me with your questions or if you would like additional information. Sincerely, Marjo 'e Anthony, Chair South Windsor Economic Development Commission CC; EDC Members 10. The sidewalks have been widened to 5' in width,and the pavement sloped up at the handicap spaces to provide a smooth transition. 11. The Baysaver units to be used are both 1000 K units as noted on the topographic plan. The Baysaver units were sized based on flow through the Baysaver units,and the maximum treatment flow required(see table on Baysaver detail sheet). Based on the table on the Baysaver detail sheet,the smallest manholes (48"primary and secondary)would be adequate based on impervious coverage on the site. 12. WPCA review and approval will be required after Planning and Zoning approval is obtained. Please review the enclosed,and call with any questions or comments,or if you need additional information. Sincerely, Galen Semprebon,P.E. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 . Fax: (860) 291-8757 N SPq O 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�OSoR.CO TELEPHONE (860) 644-2511 December 10,2004 Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 Attn: Galen Semprebon RE: Wentworth Park 225 Oakland Road South Windsor,CT 06074 Dear Mr.Semprebon: The South Windsor Water Pollution Control Authority,at its regular meeting of December 7,2004,gave approval for the connection to the Town's sewerage system of a commercial office condominium at 225 Oakland Road, South Windsor,CT,as more specifically shown on plans entitled"Topographic Plan— Wentworth Park"prepared by Design Professionals,Inc,Project No. 1893,Drawing No.4,dated 10-05- 04,revised 11-02-04, 11-03-04, 11-19-04,and subject to the following conditions: 1. Connection charges for 2.47 acres in the amount of$7,417.41 be paid at the time permit is issued. 2. Technical approval of the Town Engineering Department. 3. Final Authority approval and acceptance-of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff,and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority,and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, Jo.kph J.Carino,Chairman Water Pollution Control Authority JC:dd Cc: Matthew Galligan,Town Manager Michael J.Gantick,Director of Public Works Jeff Doolittle,Town Engineer Marcia Banach,Director of Planning Chris Dougan,Chief Building Inspector Jeffrey Sawyer e } ' t �3Y+lfiii il�� � il' �r � • I � � e i STATE OF CONNECTICUT DEPARTMENT OF TRANSPORTATION A Q IIIt DISTRICT I � « , 1107 Cromwell Avenue 3yroF TaP�yQc " Rocky Hill, Connecticut 06067 Phone: January 27, 2005 FEB 2 2005 Fuss&O'Neill Inc. 146 Hartford Road Manchester, CT 06040 Mr. Mark G. Vertucci, P.E. Dear Mr. Vertucci: Subject: Wentworth Park Route 30 Town of South Windsor We have reviewed your plans for the above-noted subject revised November 8, 2004 entitled "WENTWORTH PARK SITE DEVELOPMENT PLAN" and the following are our comments: l. A Route 30 by-pass area is required. The by-pass must include 200'of full width by-pass prior to the site drive, 100'after the site drive and 225' approach and departure tapers. 2. The by-pass area will require extending an existing culvert and modernizing a wood post wire rope guiderail system to metal beam rail type RB-350 to protect vehicles from striking the culvert. The same metal beam guiderail upgrades must be performed on the south side of Route 30. Show details on plans. 3. A Route 30 roadway plan that includes right-of-way lines on both sides of the road,curb lines, utilities, sight lines from the proposed site drive and pavement markings must be provided. The plan must extend the length of the required by-pass area and include a typical Route 30 widening cross section. 4. The sight distance must be shown using a 15' setback from the edge of the travelway. If this change results in the driver's sight distance being less than 500',then the modifications required to obtain the desired sight line must be provided. RECEIVED PLANNING DEPARTMEW JAN 31 2005 TOWN OF MANCHESTER CT An Equal Opportunity Employer 4 Printed on recycled or recovered paper Mr. Mark G. Vertucci, P.E. -2- January 27, 2005 5. The stop bar is shown 2' off the edge of roadway. The stop bar must be a minimum of 10' off the edge of road. This reduces the already limited storage area for cars waiting to exit the site. It appears queued vehicles will routinely block the first internal intersection restricting access to and from the parking areas. The proposed internal site layout should be reconsidered. 6. The dual egress must be revised to a single egress drive. Side by side exiting vehicles tend to block each other's sight line. Route 30 consists of an ADT of over 12,000 vehicles and 851'percentile speed of 48 MPH which will result in difficult entry onto Route 30 without having to compete with an adjacent vehicle for sight line. 7. The site drive radii must be labeled. 8. What is the purpose of the concrete walk shown along the site drive.on the plot plan? 9. Show the DOT right of way on the north side of Route 30 on the plans. Please revise two sets of plans, 40 scale or larger,reflecting the above-noted comments. A completed application, a Bond (on State form CLA-5) in the amount of $75,000 in the contractor's name, a Certificate of Insurance(on State form-CON-32 Rev. 7/02)requiring Bodily Injury Liability($1,000,000 -Each Accident or Occurrence and Property Damage Liability, Aggregate$2,000,000), a check or money order in the amount of$100.00 made payable to "Treasurer- State of Connecticut" and proof of town approval will also be required. Should you have any questions,Mr. Peter E: Palazzi, District Services Agent is available to discuss them with you. He can be reached at (860)258-4540. Very truly yours, David A. Sawicki Special Services Section Manager Bureau of Engineering and Highway Operations cc: Town Planning and Zoning III eneration 2 inc. A DEVELOPMENT COMPANY February 10,2005 Chairman Timothy Wentzell&Zoning Commission Dear Commissioners: We have started our advertising campaign and have discovered that the local business in the South Windsor area have a demand for office space between 800— 150o sq.ft. Our buildings are currently designed to handle this flexibility. We have discussed with the building official and Michele Upe our desire to make smaller office condos available to the local businesses. They both have commented that it will not affect the current designed plans and zoning requirements. We will be selling our condos as 1 unit of 2700 sq. ft. or 2 units of 1350 sq. ft. This will potentially change the number of condos in our project from 12 to 24,but will not affect the site plan,build layouts, square footage, appearance or parking requirements. We will simply be selling smaller units in the existing approved plans. If you have any questions please feel free to give me a call. Sincerely, Jeffrey R Sawyer President Generation Inc. 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fax 860-633-1599 r �SOwN aFA Tow:n O-P Scam' �• 5 � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ��OsoR-co�' TELEPHONE (860) 644-2511 February 10, 2005 Jeff Sawyer Wentworth Park 27 Summersweet Drive Glastonbury, CT 06033 Dear Mr. Sawyer: Re: Preconstruction Meeting— Appl 04-62P,Wentworth Park IN ATTENDANCE Laurie Fiore Yankee Gas 112 Prospect Hill,Road East Windsor 292-2249 Jim Slater J&H Slater Construction Co. 75 Commerce Way 528-5252 Galen Semprebon Design Professionals 165 So. Satellite Road South Windsor, 06074 860-291-8755 Bernie Drabek TOSW 1540 Sullivan Avenue 860-644-2511 241 Jeff Folger TOSW 1540 Sullivan Avenue 869-644-2511 229 Jeff Doolittle TOSW 1540 Sullivan Avenue 860 644-2511 245 Michele R. Lipe TOSW 1540 Sullivan Avenue 860 644-2511 250 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control I. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each* area and maintained/cleaned out area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. Haybales may be needed in addition to silt fence. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Oakland Road. Calcium chloride or water is to be used for dust control as required. 1 Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight(48) hours prior to the start of major construction work with inspections and testing per Developers Checklist (requested, required) for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade d. Preparation of subbase, six(6)inch lifts e. Placement of bituminous concrete,two (2)inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Submit a Change Order to show revisions made to the site drive and improvements to Oakland Road required by ConnDOT. 5. Drain layers permits are required per installation of the sanitary sewers. One permit will be needed for the main line to the site and separate permits will be needed for each unit lateral connection. 6. Certification of all products used — storm pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 9. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 10. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 11. Any problems and/or questions regarding construction of this project will be directed to Jeff Sawyer in the field at phone number 860 982-4085. 2 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 13. Job meetings will be held as needed, and can be called.by the developer or Town. 14. Seventy-two- (72)hours' notice needed for certificate of use inspection. 15. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 16. Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. 17. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 18. No paving after October 15 or before April 15 without written approval from Director of Public Works. 19. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the Town Staff/Inspectors will be requesting additional compaction tests in these areas. 20. Sanitary lateral locations should be tied down to existing structures and shown on the as- builts. 21. If a concrete monument is located within a driveway, a cast iron frame and cover must be provided for town public improvement specifications. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. A mylar must be filed prior to issuance of a building permit` SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal l. Blasting(if required)to be coordinated with the Fire Marshal. 3 i- Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. If an alarm is to be installed contact Police Services. Building_Depart ment 1; Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sipcerely, f Michele R. Lipe,AICP Assistant Director of Planning MRL/pmm cc: Jeff Doolittle, Town Engineer Karl Reichle,Public Works Mel Stead,Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SBC 4 IIgeneration 2inc. A DEVELOPMENT COMPANY �m F FEB 14 2005 SOUTH iNINDSO(I WL3'NiNING DEEM February 10,2005 Chairman Timothy Wentzell&Zoning Commission Dear Commissioners: We have started our advertising campaign and have discovered that the local business in the South Windsor area have a demand for office space between 800 — i5oo sq.ft. Our buildings are currently designed to handle this flexibility. We have discussed with the building official and Michele Lipe our desire to make smaller office condos available to the local businesses. They both have commented that it will not affect the current designed plans and zoning requirements. We will be selling our condos as 1 unit of 2700 sq. ft. or 2 units of 1350 sq. ft. This will potentially change the number of condos in our project from 12 to 24,but will not affect the site plan,build layouts, square footage, appearance or parking requirements. We will simply be selling smaller units in the existing approved plans. If you have any questions please feel free to give me a call. Sincerely, Jeffrey K Sawyer President Generation Inc. 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fox 860-633-1599 III eneration 2 inc. A DEVELOPMENT COMPANY 2005 February 10,2005 Chairman Timothy Wentzell&Zoning Commission Dear Commissioners: We would like to ask the commission for clarification the zoning definition of"Medical". We are asking this clarification for two reasons; i. We are drafting our office condominium by-laws for the association and want to make sure we clear on the term medical. Because the parking requirements are different for medical, we would like a definition of what South Windsor considers medical. 2. We agreed not to allow medical practices such as family doctors and dentist because of the amount of patients these practices see in an hour can cause parking issues. But can we sell to a physiologist who only sees one patient per hour,which does not put a burden on the parking? Please help us define the term "medical' so we can write the correct language in our by-laws and explain to any customers interested in our condominiums the correct zoning regulations. Thank you for your help on this matter. Sincerely, Jeffrey R.Sawyer President Generation Inc. 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fox 860-633-1599 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON G��r�`' Sc�+^ p�`r nw Phone No. Address ®P� ICT .5, �,`(r►6f,- Ak. 5 Cy� G'T 0601 Site Name (JUtv4--or 'f'� Q %r-G P&Z No. 04_ 6' , P Owner &*w«.. 4v-v a Phone No. V3�- I (Zy Contractor a ar Ce.V3 4 . e,„t v Signature of Owner r fwI er Date: Signature of Design Engr. 1 Date: CHANGE: (Describe location and nature f change. Include t Four (4 ) copies of plan/profile of Change. ) Reason for Change: (Why is change required) � IRpv.. * � �t'cl,�`(.� '�..r t � t� rSc w y + l; r•ilc.a4 i �+S�1►S (r'�1�� gS�cC �.r.�� 0 A AtC (�1 �j �i\•.'r� { 1w S`�� l--d r� C � v/��-Is r .r� ly = i.i4h�1 r f 7 APPROVALS: (As Requ�red f f j r 'Dir. Of Planning_ - Date: Town Engineer Date:- Dir. of Public Works Date: Other: Date: 31'1('.i ' �--� STAFF COIM 4'' TS White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department STATE OF CONNECTICUT `0 ECT,CGT DEPARTMENT OF TRANSPORTATION . Z° DISTRICT I 3 0� �n7AN - 1107 Cromwell Avenue OF 7R,.�y¢ s"t? Rocky Hill, Connecticut 06067 Phone: March 8, 2005 r; Fuss &O'Neill, Inc. 146 Hartford Road. Manchester, CT 06040 Attn: Mr. Mark Vertucci, P.E. Dear Mr. Vertucci: Subject: Wentworth Park Route 30 - Town of South Windsor We have reviewed your plans for the above-noted subject revised February 9, 2005 entitled"GENERAL LOCATION PREPARED FOR WENTWORTH PARK" and the following are our comments: 1. The submitted roadway plan creates an undesirable arc in the roadway alignment that is not acceptable to the Department. Constructing the bypass area on the north side of Route 30 opposite the site eliminates the arc and maintains the existing crown. 2. The 90'of full-width widening based on figure 11-5G of the Highway Design Manual is not an accurate comparison. Figure 11-5G is used as a guide to constructing full-width travel lanes,not bypass areas. (Comment No. 1 from the Department's January 27, 2005 letter applies.) 3. The full-width half section does not measure the required 20'. A half section is measured from the proposed edge of road to the near side of the centerline marking. 4. The volume of Route 30 traffic, coupled with the operating speeds,will at times make entry onto Route 30 difficult. The Department's previous comment that simplifies the egress from dual to single for safety reasons of the intersection outweigh the peak hour decreased LOS and 35' extended queue. The dual egress must be revised to a single egress drive. An Equal Opportunity Employer Printed on recycled or recovered paper - - Michele Lipe-scan00041pg..... Page 1 ORIGINAL TOWN - ROUTE HQ:..... PACT 2%REV&W DATE OF tS&iJE - PO IT W- - SC3UTH ttN€�sraR 30 (3°2`°6-0 3tarzoa 1E3€13893 DEPARTMENT OFTRANSPORTATIr�f - NMF OF t3IG~Y BUREAU OF ENCANCERING&HIGHWAY OPERATIONS aTE EFFFCTIVE OAK LAND ROAD STATE OF CONNECTICUT _ .. ENOROACHMENT PERMIT ,„„M.._.,..M..._,_:_..._...�.„..,...__._..,._.......,_...r..� ....Igqigq3C�hTtA�N-{OF Y{+Ay}R�yK�LBPROBEGICiRINra AN13 ENDING i'O€NTS �GyryA.yTE OF EXPIRATION y AMT OF SURETY Etta CLJ{3AKiANp.Rr�x€� 3 fi�Vu iE T� / �e nn LOCATED BETWEEN UTI€JTY POLES#M8Ɓ 75,txkt. 1112 MILE OF SLATEN ROAD SURM'Y COWANYAIANK Hartford Fire ins.C€r. TO' _ GENERAT€Crt 2,INC. J.H.SLATER CONSTRUCTION BONG NUMBER 27 SUsMMERSWEEf DRIVE 75 COMMERCE WAY 3188BDIA878 j GLASTONBURY,CT 06033 SOUTH WINDSOR,CT 06074 PERMIT 13 NOT VAUD UNTIL SIGNATURE COPY 4% ` SIGNED AND RETURNED TO THE OFETCE z j PLEASE RETURN AT ONCE. i FEE:40.00 OK REC`M 22iO09 POANO NO. Permission is hereby granted to do dta following work under the coniroi and direction of the pepartmatt of Transportation,Bureau of Enghwating and Highway operations at the taxation designated hemon,subject to the statements made on the application for permit,and to the pertinent provisions of the current Highway 1 Cytaoacitmenf Permit Reputations man".lur ingamendments ttra aw This permit does not become effective until all necessary local and State icenses and permits are obtained by the Pennittee or designated agent,and further the i Parniftee shalt be w9dect to an fed",State and krstt regulations. i This permit is issued in strict compliance i6 tt,but not limited by,the following spedfic r"Wrements,referenced atta chmentc and the current edition of Departamt of Tntnspottabon*s Standard Specifications Ax Roads,Strldlles and toddental construction as The Department of Transportation PenT€ t Inspector,Stephen C.Barone 860-258-4544,MUST BE NOTIFIED AN THE CALL BEFORE YOU DIG REQUEST NUMBER RECORDED 48 HOURS IN ADVANCE OF STARTING i WORK ON THE PROJECT. REQUEST NO. r Work within the highway right of way to construct a temporary drive,as delineated on the application received 2 23-05 and in accordance with the typical treatment of drives prescribed by the Department of Transportation Bureau of Highways,with the following Stipulations: -No work that will interfere with the flow of Route 30 traffic will be permitted before 8:30 a.m.and after 4:00 p.m.,Monday through Friday. Vehicular and pedestrian traffic must be adequately protected through the rase of appropriate traffic control patterns.Uniformed police officers or personnel who are certified for traffic control to a level equivalent to the National Safety Councit shall be utilized to direct traffic through the work area.AN traffic control Signing and appurtenances Shelf be in accordance with the latest edition of the"Manual on Uniform Traffic Control t evicee and must meet NCHRP 360 requirements. Requirements of this permit are subject to change as fled conditions warrant, =This permit must be dosed and replaced with a new permit that wiA allow,the pe mittee to complete atf off site walk proposed in the D.O.T.right-of-way.A new application must be Submitted to this office when the site plans have been revised and approved by this Office. INSURANCE EXPIRES:9-18-05 -PRIOR TO THE INSURANCE EXPIRATION DATE.THE PERMrrrEE MUST SUBMIT A FORM CON 32 TO DOCUMENT APPROPRIATE CONTINUING INSURANCE COVERAGE. I The Permit Inspector most be noNfled upon completion of work for final inspection and approval, CALL Before you DIG! TOLL FREE,STATEWIDE 1-800-9224455 i Arty and ai" ibr Y.damage or kiss testli g SE 9nr such wail as may tie carder tha to rns of this permit is assumed by the pennitlee.The i PermAae IstWOydesWated responsibleforall#tiro makaenance off Installations or encroachments constructed undwM Permit,which in ttm sae { judgement of the State are not part of the highway appurtenances normally mainained by the State. The Pearatteehereby agreks to kxWaw*and hold hannisss the State ofConnecticutfitr any a W such injury.damage.or,loss that may be kwurred.either directly,or as a result of said wwK and to mimburse the Department of Transportation for any expenses Incurred due to the perlermancia of any such work undertaken ender the terms of this pemnit. This permit Is revocable at the discretion oftita Departruent of Transpoftilon commissioner or designated repre i i PE ITTEE`S SIGNATU DATE DEPARTMENT OF TRANSPCtftTATtON i BUREAU OF ENGINEERING&HIGHWAY OPERATIONS BY Ronald P.Cormier DISTRICT MAiN7SMWE DIRK -rQ FUSS&O'Neill Inc. Consulting Engineers Other Offices: 7 146 Hartford Road,Manchester,CT 06040 Trumbull,Connecticut Greenville,North Carolina TEL 66o 646-2469 FAX 66o 533-5143 Boca Raton,Florida Providence,Rhode Island INTERNET:www.fussandoneill.com West Springfield,Massachusetts Columbia,South Carolina Albany,New York Shelburne,Vermont Poughkeepsie,New York March 17,2005 b, w _ Ms.Marcia A. Banach 2005 Director of Planning MAR ' WindsorTown of South 1540 Sullivan Avenue South Windsor,CT 06074 RE: Traffic Impact of the Changing Number of Units Proposed Wentworth Park South Windsor,Connecticut Dear Ms.Banach: Fuss & O'Neill, Inc. submitted a Traffic Impact Study in October, 2004 for the proposed Wentworth Park office condominiums located on Route 30 (Oakland Road) west of Felt Road. The Traffic Impact Study was for 12 units of office condominiums with a total gross floor area of 36,000 square feet. Generation 2 has decided to reduce the office condominiums individual square-footage and increase the number of units. The Wentworth Park will consist of 24 units of office condominiums with a total gross floor area of 36,000 square feet. There will be no change in the total gross floor area of the development. The expected site generated traffic documented in our Traffic Study was calculated using Institute of Transportation Engineers (ITE) publication Trip Generation, 7th edition, 2003, land use code 710, "General Office Building". The trip generation calculation is based on the total gross floor square footage of the development. Since there is no change in the total gross floor area of the Wentworth Park development there will be no change in the trip generation. Therefore, the proposed change in numbers of units will not affect the conclusions of our Traffic Impact Study. Please call if you have any questions. Sincerely, Richard E.Bertoli Ted a antos,P.E.,P.T.O.E. Transportation Engineer Associate Z, J.-X .�,,,Wy£k G:\P2004\0729\AIO\Corres\rebO3l4O5.doc Corres.(HQ) { ,RECEIVED } TOWN 6 SOUTH WINDSOR k JUN 1 6 2005 STAFF SITE CHANGE FOR SITE & SUBDIVISION SOUTH WINDSOR PLANNING DEPT, GENERAL: 1 CHANGE ORDER CONTACT PERSON kA ) 66F.WodD Phone No. 2C11-37.9,5* Address-DPI 1(05 S.SAr M 4 . 5'. W►NDSr. )Gi COQ71 p Site Name C*JTUtaTA . PA'P-<. US 0Aj4i, L P&Z No. ""'&2- Owner GeoQLAT10J 2.. Phone No. W—3- Contractor SLAT.. 6 TeW--rf Signature of Owner Date: v Signature of Design En Date: dS CHANGE: (Describe location and ture change. Include Four (4 ) copies of plan/profile of Change. ) 9 M u(-'r J A-r Kul. c 8 S'Fkvc—rw-E-j �Gn1 ' Soir S `TU 2- S ern Reason for Change: (Why is change required) fA}NS UR T� Y H076c-re� 1 Q TY APPROVALS: (As Re Wired-) r Dir. Of Planning Date: Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COI�EN White - Town Engineer Yellow Applicant Pink - Director of Planning Goldenrod - Engineering Department DR. CLARENCE WELTI, P.E., P.C. GEOTECHNICAL ENGINEERING 227 Williams Street • P.O.Box 397 RE-CE Vr ED Glastonbury,CT 06033 (860)633-4623/FAX(860)657-2514 MAY 0 2 2005 April 25, 2005 SOUTH MNDSDR PLANNING DEPT, Mr. Jeffrey R. Sawyer Generation 2 Inc. 27 Summersweet Drive Glastonbury, CT 06033 Re: Proposed Building"C"and"D"at 225 Oakland Road,South Windsor, CT Dear Mr. Sawyer: This is to confirm observations and recommendations made during a visit to above site on April 13, 2005.Three test pits were excavated within the area of Buildings"C"and"D".These buildings are located along the south side of the site. The pits indicated a layer of subsoils to 2 to 3 feet atop the a fine to medium sand with little to some silt and gravel.These soils are natural deposits. The soils below the subsoils at Buildings"C"and"D"are acceptable for placement of foundations (and the required underlayment) with allowable bearing pressure of 2 Tons/sf. There should be a minimum 6" layer of 3/8"crushed stone on a geotextile beneath the foundations. Foundations at all of the proposed buildings on the site should be placed below any topsoil,subsoils and existing fills,or on a controlled fill placed after the removal of such materials.Based on previous borings taken at the site and excavations for the new utilities there are existing fills and organic materials to depths up to 9t feet below the original site grades.The deepest fills appeared to be in the area of a former water course which ran thru the site. If you have any questions please call me. Very truly yours Max Welti,P.E. r TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: ' CHANGE ORDER CONTACT PERSON Phone No. Address�tS,y� '� Z��. 16� St'�r 1� Tr S. u��.a . s� . cT �`E,c? Y Site Name_ W P&Z No. py b Owner«,✓Y�'4 T r o.` �„ C.A 't"r 7. Cyr, r r Phone No. Contractor Signature of Owner a `� Date: G Signature of Design Engr. 4ZLt Date: 4 .5 `z 5- CHANGE: (Describe location and nature' f change. Include Four (4 ) copies of plan/profile of Change. ) C t 5 ty6.� y � Gt �i t. C1 r �l.+. Reason for Change: (Why is change required) fit,. 1 Q Q C c c w� C �g`�C t,4 S'� a �)• w U 3 ID t, `F t s '1}*+yr..,. 0�.� lC� pl�ivyO � P��r �tT� awS � � y� ♦ �' T(. � f rw C\ APPROVALS: (As Required Dir. Of Planning ' lam+ Date: Town Engineer Date: s he Dir. of Public Wo ks Date: Other: Date: STAFF COMMENTS: White — Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department STATE OF CONNECTICUT `�NNECT�CGT DEPARTMENT OF TRANSPORTATION DISTRICT I 3 0� a, 1107 Cromwell Avenue Syr of Tfk Rocky Hill, Connecticut 06067 Phone: April 26, 2005 Apjy 00 jyp/X'�,%t/fN Gp,6pl Fuss&ONeill, Inc. 146 Hartford Road Manchester, CT 06040 Attn: Mr. Mark Vertucci,PE Dear Mr. Vertucci: Subject: Wentworth Park Route 30 Town of South Windsor We have reviewed your plans for the above-noted subject revised April 4, 2005 entitled "GENERAL LOCATION PREPARED FOR WENTWORTH PARK" and the following are our comments: 1. The required roadway work includes saw cuts along both Route 30 shoulders for widening and a shift in the roadway centerline. The plans, therefore,need to call for a mill and overlay for the entire project area and A relocation of the roadway crown to follow the new centerline. Two typical full width cross sections, one north of the proposed site drive and one south of the proposed site drive are required. The cross sections need to show the relocated roadway crown. 2. Relocation of the"Traffic Boxes" (hand holes)will also require splicing and the installation of new traffic signal loop detectors damaged as part of the road work. Mr. Pete Tyc(860-566-3156),DOT Electrical Supervisor, should be contacted 48 hours prior to any work affecting the operation of this traffic signal(Int. #132-235). This will also be included in the permit. 3. Plans need to be developed and submitted for review for extension of the culvert that serves Farm Brook. The roadway shoulder width over the extended culvert must be a minimum of 4 feet in width and include a 12-foot travel lane. An Equal Opportunity Employer� Printed on recyCled or recovered paper 10wN 8f� Tlow' O-P si u ?d&U&Ot 6 � 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 ��Osoe-Co TELEPHONE (860) 644-2511 April 28, 2005 Mr. Jeffrey R. Sawyer, President Generation2, Inc. 27 Summersweet Drive Glastonbury, CT 06033 Dear Mr. Sawyer: At-its April 26, 2004,regular meeting the Planning and Zoning Commission approved your February 10, 2005 request to increase the number of condos in Wentworth Park from 12 units to 24 units thus reducing the size of the units. This change would not affect the site plan,build layouts, square footage, appearance, or parking requirements previously approved. The Commission did condition this approval on further review and approval by the Water Pollution Control Authority. Sincerely, r Timothy H. Wentzell, Chairman Planning and Zoning Commission THW/kak �.• cvvi i.7tnm tvuu fX VITLILL IVV. L10 f. L .±rq .r STATE OF CONNECTICUT DEPARTMENT OF TRANSPORTATION DISTRICT I 1107 Cromwell Avenue or Rocky Hill, Connecticut 06067 Phone; yfir _ April26,2005 41AY 0 1C 2005 Fuss&O'Neill,Inc. _ .146 m ad Matrchestw,CT 06040 -- - - Attn; Mr.Mark Vertuc 4 PE t Dear Mr.Vemmd: Subject:Wentworth Park Route 30 Town of South Windsor We bove reviewed your plans for the above-noted subject revised April 4,2005 entitled"GENERAL LOCATION PREPARED FOR WENTWORTH PARK"and the following are our comments: 1. The requ"d roadway work includes saw cuts along both Route 30 shoulders far widening and a shift in the roadway onterlina The plans, d=vfiwvi nod to call for a mill and overlay fDr the en*e project area and a relocation of the roadway cmvm to fDlbW the now centerline. Two typical full width cross sections,one north of the proposed site dries and one wuth of the proposed site drive are required, The cross sections need to showy flat relocated roadway c rovm . 2. Ralocatioxi of the"Traffic Boms"(b nd holes)will also require splicing and ft installation of new try signal loop detectors daaa pip as part of tha road work. A&Pete Tya(860-566-3I*,DOT EZeGtrQ Supervisor, should be contacted 48 hours priw to any work aftting the operation of this traffic signal(Lot.#132 235). This will also be included in the permit. 3. Plans need to be developed and submitted for review for at=Blon of the wlwn that seem Farm Brook. The madway shoulder width over the extended culv+ort mast be a minimum of 4 feet in width and include a 12-1bat travel lane. An 8g l Opportunity Employer PCaeld 0 me"W W mmvwd am Arn, 1Y. LUU7 Y:q/AM tM & UNt1LL NU. 218 r, j r a Fuss&ONeill,Inc. -2- April 26,2005 Please revise and submit two sets of plans,40-scale or larger,reflecting the abOW-noted comments. A complete application(State form PMT-1 Rev. 5/91),a Bond (Stake form CLA 5 Rev, 8/00)in the amount of S75,000 in the contractor's name,a Certificate of Insurance(State form CON 32 Rev. 7/02),(see"Insurance Requirements =closed'),a check or money order in the amount of$100 payable to "Treasurer-State of Connecticut"and proof of town approval will also be required. Should you have any questions,bft. Peter E.Palazd,District Services Agent is available4QAscuss them with you. He can be reached at(960)258-4540. Very truly yours, David A. Sawicid Special Services Section Manager Bureau of Engineering and Highway Operations Enclosures cc:Town Planning and Zoning 1 r 5 m ,4LR.c��'.tE'y� 'hTi2".,t.Fr �""R �, T`�7c;'�SY` t•A�" � •(z�&+.� V'E . } TOWN OF SOUTH .WINDSOR STAFF SITE CHA1�iCE .FOR SITE &. SUBDIVISION GENERAL: : CHANGE .ORDER CONTACT PERSON . r►M n o aJ Phone No . Address ,t). rb 5. ' ,'Fed{� eQ. 9,;uyr ,�+'�� �'► O .Q" Site Name w Pw' ,w c 3�bi t'A A'��x��3`' ,I�. . s P&Z No: -��^ ' } sus#��ev�f�a�----. Owner �9+•�r� +o... :,,-� . : Phone No. (" Contractor f errs Signature of Owner , Date._�_� Signature of De'si n' Engr.A& Am Date: "AL f� CHANGE: (Describe location and nature of change. Include Four. (4 ) copies of plan/profile of Change. ) 44 Reason for Change: (Why is change ,g qu ) re fired RW I IVrwY �(� APPROVALS: (As Required) Q-3, -Of Planning Date': t Town,`Engineer pate: + fCl Dir. of Public W rks , Date: r Other: . Date: $ STAFF COMMENTS: s r White' - Town Engineer Yellow. Applicant Pink - Director of Planning Goldenra — Engineering Dpa.rtment n FANING. nT ru Tim,%I ,II� PLACED 3-ATTACH FILTER FABRIC TO 4.BACKFILL THE Fj THE WOODEN POSTS AND EXTEND TRENCH AND COMPACT FIT INTO THE TRENCH THE EXCAVATED SOIL. COMPACTED BACKFILL CONSTRUCTION OF SYNTHETIC FILTER BARRIER 1 i/2'CLASS 2 SURFACE COURSE 2 1/Y CLASS J BASE COURSE •PAVEMENT y �-v V I v ff PROCESS STONE BASE COURSE DR 4. _ CRAVEL SUB-BASE CRUSHED ONDITIONS STOW TRUCKO BA RE1D C A enr ACCES'S/EN awrr_aUUr,ri WIDTH VARIES - 1 1/Y SURFACE COURSE-BRII►RJOUS 1 1/2-BASE CC JRSE--fflTUMNOUS CLASSCONC.CLASS I RISE Ile PER FF OR -1/2" AS DIRECTED r a tY L.YtAU .BASE r r► B' b GRAVEL SAM f",�1�DEPTH AFTER ccwAC 3/8'CRUSFIED STOW (;J PLACED N TWO COURSES (� PARlCINC AREAS-SEC110N BITUf N6US1CONCRETE SECTION N.T.S. LAW/ sxm/ IROSS•CC MIRY PANS AR1:AS . TOPSOIL t SOD CR SEm N9ROIED FRAM"1101E Ig1E _ ORCAIAC SAW111 VATFATAL MIPACIED• -•-• M FOOT((I)(VAX)ISTS IECF5W PG VE-46 F012 4AY S1pP5 MERE ONE 2.FILTER FARRTC SINLL TE 113 VEN •• -���. . .s CLASS 2.VITH IMITMTY OF i FS TD 41 SECL AID ADS OF n •.:_ TIAIIIIIRO WE PER OOIPL L43 m TB GZbe AN SWILL Q)ERQ STATUTE SECTI011 LEFT AAM HMO-% ••� 16-SfS.AS ANDIDED.PLACED _ IY(WL)TO 2C(WX)ADM BITUMNOUS PARKAYG TOP OF PPE FILTER FASK (SEE NOTE) BLANKET HE AS SPEWO 1/L D.PPE - - ,., 3/f 81160 WAPR= 1/2 .PPE • r RECEIVED =: TOWN OF SOUTH WINDSOR STAFF SITE CHOGE JUN: - 3 2005 ; FOR SITE. & SUBDIVISION SOUTHWINDSORPL.ANINIMDEPT. L _ GENERAL: aa CHANGE ORDER CONTACTIPERSON ` AI Phone No. !�'"c ? 5 �� yy s Address 'I "`.�'6: rrF-jl j164 � t ., Site Name , , e, r y: P&Z No. '•(oz JP i Owner Phone No. 112. Contractor Signature of Ovine r+� Date: "i Signature of; Design Engr. Date: 3' CHANGE: (Describe, location and natur e/ of change. Include Fo ur 4 ) copies of plan/profile of C ange. ) - t A Reason for Change: (Why is change r qui ed) X , y �k� i h c . '� Co •� 10\A m 1!w tiY1�.�, ,f PPROVALS (As Re uir',e11d)�� Dior. Of Planning V�cN Date: Town Engineer Date.- Dir. of Public Works Date: Other: -Date: f STAFF COMMENTS z White . Town Engineer Yellow ,- Applicant Prink Director of P annirig Goldenrod .- Engineering Department - GRANDE ESSEX 7610WA - 762OCC - 7632BP - 7632R3 - 763 2C5 Sl*tescapo 7632R5 - 7638BP - 7638R3 - 7638R5 - 7632TL SITE • ROADWAY • AREA LIGHTING Wall brackets available shown on page A-2 �n 7777777 y`3 8"DIA 15Vz" b " Models 7632 R3 --i 57/e" — GRANDE ESSEX Sitescapo7610WA - 762OCC - 7632BP - 7632R3 - 7632C5 7632R5 - 7638BP - 7638R3 - 7638R5 - 7632TL SITE • ROADWAY • AREA LIGHTING ' FIXTURE SELECTION DONE OPTIC • REFLECTOR SYSTEM GLASS REFRACTORS ROOF MOUNTED TYPE V INVEST LOCK AVAllABLE REFLECTOR SYSTEM MEDIUM BASE PHOTO CONTROL GLASS RF.FRAC70FRS 6'T'PE#I OR V TYPE IA or V SOCKET�-Y AND RECEPTACLE 6•AT1PE NI W V 8'TYPE II OR V IMMEY NOT 8•TYPE II OR V ELECTRIFIED TOP VIEW SLIDE OUT SLIDE OUT 2 1/2'MIN.TENON LENGTH BALLAST TRAY BALLAST TRAY FOR 7600 SERIES W/WICK W/WICK DISCONNECTS DISCONNECTS HEIGHT: 30 3/4' 36 3/4' 30 3/4' 36 3/4' 30 3/4' 29 1/8" 42" "` 35 1/2' WIDTH: 16' 16' 16, 16' i6' 16' 16, 16" FITTER DIA./PROJ.: 3'I.D. 3'I.D. - 3'I.D. 3"I.D. 3'I.D. 3"I.D. 25 1/8' T/O: - 25 3/8' 7632R3 TYPE m 7638R3 TYPEIII FIXTURE NO. 76328P 7638BP 7632R5 TYPE V 7638R5 TYPE V 7632C5 7632TL 762OCC 7610WA MAX.WATTS-INC. 250w 250w 250w 250w 250w 250w 250w M.V. 175w 250w 175w 250w 175w 175w 175w 250w H.P.S. 15ow 250w 15ow 250w 150w 150w 150w 150W M.H. 175w 250w - 175w 250w 175w 175w 175w 175w EPA. 1.70 1.70 1.70 1,70 1.70 1.73 SPECIFICATIONS FEATURES MODEL No.shown 7638BP w/#82 refractor E.P.A.-1.70 SOURCES:(factory installed,preunred and tested). Max.wt.as Ibs INC:Incandescent)250 watt max. LL + � MV-(mercury vapor)50-75-100-175-250 watt. high pressure sodium) 0-70-100-150-250 watt. M (metal halide)70-1 175 250 watt. FINISHES: All Hanover Lantern finishes available,see page 3 for selection. Cast aluminum turned finial top. rr^^ s PANELS: W CA-Clear acrylic Cast aluminum square hinged roof for easy relamping. CP-Clear polycarbonate,UV stabilized. OA-Opal acrylic OP-Opal polycarbonate,UV stabilized PP-Prismatic polycarbonate,UV stabilized. -I 1--16 SQ." VOLTAGES: v • Cast aluminum square cage. 120-208-240-277-QUAD(contact factory for availability) Clear acrylic cage panels shown(others REFRACTORS' avaaaWe contact tactoM panels secured No.81-6'borosilicate glass,type V distribution. to cage with clips&screws. No.82-6°borosilicate glass,type III distribution. 3s 3/a No.83-8"borosilicate glass,type V distribution. #az type III glass retractor bowl. No.84-8°borosilicate glass,type II distribution. Porcelain mogul base 4kv socket PHOTO CONTROL:(optional) factory installed. (lamp not supplied) No.10-120 volt only. Ballast&component parts mounted No.11-208 to 277 volt.(Must be installed in post only). inside 2 pc.cast aluminum moisture proof bal- last housing with removable access door& ORDERING . GUIDE s#de-out bauast tray.(supplied with ouick dis- conDects foreasvremovan. To ensure prompt and efficient processing of your order, Cast aluminum post fitter slipsPlease follow the sequence listed in the example below. 2- over 3'dia.post or tenon. Q SOURCE: 5Q WATTAGE: External fasteners are INC.-incandescent MV-50-75-100-175-250 stainless steel.5/16-18 MV-mercury vapor S-35-50-70-100-150-250 1' six supplied. S-high pressure sodium MH-70-100-175-250 MH-metal halide © VOLTAGE: 2 MODEL NO.:Q 120v.-208v.-240v.-277v- PHOTOMETRIC DATA � A 7610WA 7632R5 762OCC 7638BP Q7 REFRACTORS:(optional) Asymmetric Distribution 76320P 7638R3 81-6' glass type V Fixture: 7638BP W/N82 Optics: Type III 7632R3 7638R5 82-6° glass type III Lamp: 150w H.P.S. Mounting Height: 12 7632C5 7638TL 83-8" glass type V Lamp Lumens: 16,000 Panels: Clear polycarbonate 0 FINISH: 84 8" glass type II See page 3 for selection. 60• Coefficient of Utilizaton 4 PANELS: ® PHOTO CONTROL(optional) (carves show total It—uffluatbn On%) Q CA-clear acrylic 10-120 volt only. 40, .40 CP-clear polycarbonate 11-208/277 volt. OA-opal acrylic OP-opal polycarbonate 20 30 s sloe PP-prismatic polycarbonate ® Q © 0 ° 1.20 S 7638BP BILK CP 100 120 82 10 2 s �� .10 For post selection, see tabbed section P. • �' Accessories selection, see tabbed section A. I 6 � 2 { s s 1 2 3 4 5 _ _Hanover® Mounlirq height rlxdtldler for iacha. 40 20' ° p' Mtg.HLVL,HOUSE SIDE STREET aoEanb 110 11 12 IT 1 _ = LANII N,inc. — — PATIO-MM.Ws ekwp Cornctbn factor 1.4 1.2 1.0 1.86 7s —350 KINDIG LANE"HANOVER PA 17331-1733 Mq t -- PH.717 632-6464 - FAX:717 632-5039 L-32-A E-/AIL:Wm*henovMenWn. WEB srrE:.,,..,.h.ee iwftrn j�� tr �y@ir 'i�l-'Y ''�+4� ,, c:.�` '3,e''F'T'` �f`""�'_ '•�,:�".'� "�`•'-5" 7�=srr�`.^ s TOWN OF SOUTH WINDSOR STAFF SITS CHANGE FOR SIT+'` SUBDIVISION k GENERAL: 3 CHANGE ORDER CONTACT .PERSON .:;r Phone No. `7 q 1 - 1925 g� c c Address ICY Q t a? Site Name w vt-o •.� P&Z. No. Owner-a .+, , ..�}`y, c Phone No Contractor r C'o. Signature of Owner �w�,t{.,. Date: "i-9 - t- Signature of Design Engr. v Date: Is CHANGE: (Describe location and nature oi change. Include y Four �(4 ) copies of plan/profile of Change. ) +� r* w - +t• r o ry e5 Reason for Change: (Why is change required) re•� �s ♦reYy '�-� � t'�' - yr �«.► ' •� ���' )�w D w,41 14 rJt (41vwr b +„ APPROVALS: (As Required) Dir. Of Planning Dater Town Engineer 4,44 zlia Date v 0 � x Dir. of public Vlorks Date Other: Date: STAFF COMMENTS: w White Town Engineer Yellow - Applicant X Pink - Director of Planning Goldenrod - Engineering Department Ili L ALIC, 0 2 2005 A M.H.N. .F.=130.11 8" M.J. TEE 8"x 6" ANCHOR 3 _ 8" GATE VALVES , C� GVOL -F OPEN LEFT . E W g" i : 118.7 5 (HYDRANT SUPPLIED BY' S�1C) ' - - x 2 TYTC PLUG & BLO` OPOSED ST 8" WATEF �M AIN_ — — , Ll 0.1 CE BIT CU B(TY -) R 2500 QD R 25. C ti 11 .' 27.00 ROPNTRANCE 1SIG ITION ,�� c•.1s��1� 15" HDPE �TU R 126 _ _ - _ —I . 119.35 c'6� 50 15" HD TYF 0 5� —TF: 126. 3 x R� TYPE C, CB N TF: 12 > QN 0 N :119.7 6„ SP � P 14 �� � INV:120.42 � 635 O FF: 127.00 1: 4 1 6 64 ? 6.30 INV:121.11 J r 1 126.17 �- m •DESIGN PROFESSIONALS, INC. RECEIVED civil engineers •planners • surveyors . gis AUG 1 C 2005 August 8, 2005 ;-„n i;,; ;,:� ;NINM;DEPT Town of South Windsor 1540 Sullivan Ave. South Windsor, Ct 06074 Attn: Ms. Marcia Banach Senior Planner Re: Wentworth Park Dear Marcia As a follow up to our telephone conversation,I am writing regarding the road widening for the above referenced site. As part of the state requirements for a curb cut permit for the above referenced site, it is required to provide a bypass lane for the westbound lane of Oakland Road. As part of this road widening, a slight widening of the bridge on Oakland Road will be required. The DOT permitting has taken an extremely long time. Originally, Fuss&O'Neil began the permitting for this project in December of 2004. Initially there were issues as to whether the widening would be required, and the configuration of the widening. In the spring, we appeared before the Inland Wetlands Commission to modify our permit to allow for the widening of the bridge. The design plans for the bridge widening were prepared by a structural Engineer, and have been in the review process for approximately 3 months. We believe that we are close to receiving the final approval from the DOT. However, even if we receive DOT approval within the next few weeks,the work on the road widening and bridge still needs to be contracted for, scheduled, and completed. Our client is concerned with being able to complete the road widening and associated work prior to his planned first closing on the building in the southwest corner of the site. He is looking to have a closing on September 15, 2005 on this first building, and to have the first occupancy of a unit on October 1, 2005. This would be a single floor occupancy, with our client moving into the second floor of the same unit and setting up his office there in order to eliminate the office trailer on the site. His next occupancy would be for the middle unit in this building which is scheduled for 12/1/05. Our client discussed the occupancy of the units prior to the road widening with the DOT, and was told that it was up to the town as to whether he could occupy any units prior to the road widening being completed. We would request that we be allowed to close on the first building (receive a certificate of occupancy), in order to proceed with the occupancy of these first units. We have worked diligently in order to obtain the DOT approval, and expect to have this approval very soon, and to complete the road widening this fall. Please review the enclosed, and call with any questions or comments, or if you need additional information. Sincerely, '-'I&Z E - Galen Semprebon, P.E. CC: Jeff Sawyer 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 -Fax: (860) 291-8757 Soy1N Sf4 C J i(.I' 01 r V 5 r.` wC, 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 NOR'c° TELEPHONE(860) 644-2511 August 10,2005 Galen Semprebon,P.E. Design Professionals,Inc. 165 South Satellite Rd. South Windsor,CT 06074 Dear Galen: RE:WENTWORTH PARK,OAKLAND ROAD WIDENING In response to your inquiry dated August 8, 2005, there can be some flexibility regarding initial occupancy prior to the widening of Oakland Road (Route 30). We will not hold up the Certificate of Occupancy for the first unit if the widening is not completed by September 15 (provided, of course,that the site is suitable for occupancy at the time the CO is requested). If we can be of further assistance,please do not hesitate to contact us. Sincerely, Marcia A.Banach,AICP - Director of Planning MB/sf cc: Jeffrey Doolittle,Town Engineer y '?�{ �r:� .s-'s,^�f 1 TWNjOF SOUTH WINDSOR STAFF SITE CHANGE F.QR -SITE Si SUBDIVISION GENERAL: yCHANGE ORDER CONTACT PERSON- ` k Phone No Address ` f ` Site Name 4s a `�. °:`~ P&Z No. -; F Owner Phone No Contractor Signature of Owner Date: Signature of 'Design gr., Date: �-� CHANGE; Describe location a TT_� C ( and nature of change. Include . Four (4 ) copies of plan/profile. of Change. ) Reason for Change: °(:Why is chaniaq required)` . ; APPROVAZS: (As Required) Did. Of Planning. r Datee Town EngineerAt 22 ` Date: Dir. of Public Work Date: a µ Other: Date STAFF COMMENTS: wf White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod Engineering Department < k{ DESIGN PROFESSIONALS, INC. rJl civil engineers + land planners * land surveyors + gis *gps landscape architects _Q February 10, 2006 200S Michele Lipe, Deputy Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Dear Michele, Re: Psychotherapy ft Counseling/ Wentworth Park We believe that the South Windsor Zoning Regulations needs a separate definition for counseling or psychotherapy offices. They are completely different from medical offices in their definition and use and thusly lumping them into the definition for medical office improperly defines their activities. Certainly although a psychologist might hold a doctorate, that psychologist is not a medical doctor. These offices serve individuals, couples, and families and offer psychotherapy and counseling for severe or traumatic stress, depression, anxiety, grief, toss, relationship problems, divorce, and mental health. A medical use would assume a triage of patients, cars, tab runners, and office staff. Such a facility (even with one doctor) generates traffic and requires excess parking spaces. Psychotherapy and counseling offices have a very small turnover of clients and a small support staff. Their hours are generally fixed during the day with occasional night appointments. The proposed psychotherapy and counseling offices at Wentworth Park do not generate the same traffic or parking concerns. First of all, patients are generally seen for a minimum of 50 minutes. Since the appointments are carefully scheduled and unscheduled appointments are unusual, the next appointment might overlap the first by five or so minutes. For this reason, it might be necessary to offer a second or third parking space. At no time however are there six or eight individual patients waiting attention. The office staff might include one or two others but, never a group of support staff. Never do pharmaceutical salesmen visit or tab runners stop by for specimens or drop offs. The rate of traffic generation would be more attune with professional offices like accountants or attorneys. We hope that you will consider this explanation of services in determination of your specificity of use. Thank you. /Sincer ly, cer -P 8t 00'eter R. DeMallie Principal 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 * Fax, (860) 291-8757 NJ TOWN. OF SOUTH WINDSOR STAFF SITE CHANGE FOR S- ITE & $UBDIVISON �:. . .:. GENERAL ORANGE ORDER CONTACT PERSON„ t i py.r L,.,v Phone No. Address�:bt'y d Site Name tye►ri'"fwIwr P&Z No. ? Ownertrr.. , /e�� �,u-�r�^ Phone No. Contractor - Signature of Omer ,. Date: AVe>.6 Signature:of Design Engr. Dates CHANGE: (Describe location and nature of change. c}e Four co ies of ; � �4 ) p plan/p of v f 17, �® 8.1► Reason for. Change: (Why is change required) • rtw y*•� �p APPROVALS_: (As Required Dir. Of Planning /6 ..AL- Date: 3 A 0 /9 A� Town Engineer T f 1,� , € n uJ . Date: Dir. of` Public Works Datee Other: Date: STAFF COMMENTS= { 4 dP'ly, U j A(C y r: -��5s-s✓s t t,.� ._.,� C B IA:!/'�f C/".., iY" /`�)�a /'Y°Ar n t E tnkR.it7 White - Town Engineer Yellow - Applicant_ Pink - Director of Planning Goldenrod Engineering Department III ?generation Zinc. `',1 A DEVELOPMENT COMPIlNY Dy, � �� ` March 28,2oo6 South Windsor—Marcia Banach&Michele Lipe Dear Marcia&Michele: We have been approached by a customer that has a flower shop. Can I get a ruling if this fits into our current zoning? I could not find where it fit under retail or personal service. Please let me know. Sincerely, Ala - Jeffrey R.Sawyer Generation2Inc. b� 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fox 860-633-1599 About Us • • Jeffrey Robert Sawyer David L. Mitchell • Founder/ President of Construction & President of Business Development& Development Marketing • Jeffrey Sawyer is the Founder/ President of David L. Mitchell is the President of Business • Construction & Development of Generat!on2, Inc., Development & Marketing of Generation2, Inc. In a Connecticut based Construction and Development this role, Dave focuses on new market expansion, • Company. Generation2 specializes in commercial sales, and acquisitions for the company. In addition, office condos and residential town homes. he directs marketing, advertising, public relations, corporate communications and research for the • Jeffrey founded Generation2 in 2002, after leaving company across the United States. Venture Homes Inc. located in Atlanta, Georgia where he was the Land Development Manager. He Dave's extensive career accomplishments include was in charge of site development for Venture Homes serving in senior executive roles within leading who built 500 homes a year. One of Jeffrey biggest financial services organizations including: Open • accomplishments was developing and building the Solutions, where he is currently Vice President of corporate headquarters for Venture Homes. An their e-Delivery Systems Division. He also worked • eleven acre site with a 25,000 square foot brick for RoweCom in Cambridge Mass, where he was and stone building. Vice President of Sales &Alliances and the Dialog • Corporation, where he held a variety of positions Jeffrey has held the position of Architectural in their sales and marketing divisions. Department Head for two Atlanta based home builders which are in the top ten builders in the Dave's understanding of the small business market Atlanta market. Most of his commercial experience and their needs is why he joined Generation2 in . comes from working with a commercial firm that 2004. Helping small business thrive and not just handled tenant build-outs. Clients included Dress survive is his vision and why he thinks the Barn, Men's Big &Tall, and Commercial Credit. Generation2 product can help companies achieve • Jeffrey has over 20 years experience in the those goals. • construction industry and holds a Bachelor of Dave earned his bachelor's degree from Central Science in Architecture from Wentworth Institution Connecticut State University and an executive MBA of Technology in Boston. He also holds certificates from Harvard University. Dave also has been • in Total Quality Management and Seven Habits of awarded certificates in leadership and negotiations Highly Effective People. from the American Management Association and • Jeffrey has been a big believer in fitness. He enjoys the Harvard Law School Consortium. • working out, playing sports and watching his favorite Dave has also been an avid real estate investor, teams; UConn, Celtics, Dallas Cowboys (5 time Super entrepreneur, and sometimes golfer. He also loves Bowl Champs) and of course the Boston Red Sox. Go to play basketball and discuss his beloved Boston • Red Sox Nation!!!!!!! Red Sox (this is the year!). • TJ generafilon' inc. 27 Sunnnersweet Drive Glastonbury,CT 06033 office 860-633-1124 fax 860-633-1599 generalquestions@generation2.com www.generation2.com • • • • • • F ; r.,. • ;,z, may. • Jv • • WO me • Generation2 is a Connecticut based construction In addition to the financial benefits of owning & development company, which specializes in your office space, there are advantages to your commercial office condos and residential town- business as a whole as well. We offer profes- homes. Our backgrounds cover the full spectrum sionally designed and decorated interiors, • of producing a quality product including land beautifully landscaped exteriors, convenient development, design and construction. It is our parking right in front of your door, and the • goal to bring customer service to the construc- latest in technological wiring to meet the tion industry by meeting your needs and exceed- needs of your business. • ing your expectations. Whether you are outgrowing your current • The concept of the Office Condos is new to space, in need of an updated look or interested Connecticut. The Office Condo has become the in the financial aspects of owning your office, office space of the future, and Generation2 has we welcome the opportunity to meet with you • brought experience from the residential and and assess your needs. • commercial side of the business to complement this product beautifully. We are the next generation of builder. • Office Condos provide the business owner the ability to own their office space, as opposed to • leasing year after year. This investment offers many of the same advantages as owning your • own home, and many more. II 11 - generation:_',inc. • J • • • • • • • Project Details • • Exterior Design Interior Design • Generation2 has carefully blended the Old New Generation2 has simplified the building process by England Row House architectural style and modern offering five professionally designed Office Condo • building construction to create a unique and classic layouts for our buyers to choose from. These looking office building. The landscaping complements layouts take into consideration the needs of most the buildings with color and innovative design to small business owners as well as the optimum • make the office park a pedestrian friendly environ- efficiency for each space. ment. • The exterior of the office condo will include the Interior options offered: following: Flooring choices including hardwood floors, • custom ceramic tile &carpet Red brick with stone accents around the windows ti Custom cabinetry designed for each floor plan • Limestone water table Trim packages with solid wood doors, crown/wall Maintenance- free vinyl siding and cedar shingles molding and base trim • Prestique 30 year asphalt roof shingles Custom paint selections with accent wall colors • Professionally designed landscaping Kohler fixtures and Delta faucets Full glass front doors Framed restroom mirror and other accessories • Company signage at each office condo door Separately zoned heating and cooling for each level Monument sign identifying the office condo park ,Security system • • f 1 1 1 Fa j • • II- generation` inc. :l A DSVSLOPMENT COMPANY • • • • 3: 16 v R ig, j y -L, 1. - .'{+�1`K . �r•��._y�w.♦ ' ��l mot•. .�"ro� �- ��J \� r 4 All 1 ill � .., 1' �k Plans • V Rendering i 'k Architectural Plans V Engineered&Landscape Plans iIt Site Monument Plan Pr • - l .,1 � ' 1 � .. �,� +� U ..s.__ �,� r����� fit{ , .- .r y 7 `r _ .�.�. � __ •era �-, •�,� �y' �c �' „ �. ,�. -- "..'rr•sue: C+''''ti°°` �/ It�, 1 rur!7, Foil ETA r 1 r �.. - t.'� ;-' ��I p,,` •,.''�I''il ` . ,: - �1 tl. ltil� - r TP i rrr ,7r i,r ,r. •` .rrf ', ` "1 'r+r` _-y1 # �� r� ��i�c y tfV aFr r� 4J.�.. :IW� 5.= �r I =IIIIIIIiIIIIIIIIIII,lllllilllllll,IEIII,IIIIIII,I,II1lllll,i,I,11III,I,I,,,,11 � �IIIII,IEIII,t,IIIIIII,I,IIIIlllllli,,•I,i,Iflllll,lll,1,1,1,1,1,1,1.1,1,1�1111 -Illllllllllllllllll;,lltilll— I ■-� I I I I I I I I I I I I I I I I I I I 11 1 1 1 1 ICI ICI I,I _IIIIIIII111111111111"IIIII'.----. ■ __IIIiIIlflllllllll11111111 I ■- _=dddd,I,I,I,liI,11IIlIIIIIlIl 1!I!I�I�I�IIIIIIII .. 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NOT Fm PROJECT OR BY SO ANYOTHERPER -N OR CORPORATION OTHER C40MTIWIZTM NAMED HEREON WITH UTTHTHEHWATRI Generation :2 AUTHORIZATION OF THEARC rTEC ANY O 0AIMAND OVAP SUCH UNAUTHORIZED USE WILL BE SOLELY AT T N) Oq/50/04 ARCHITECT HE USERS RISKMD THE FLO WILL�NO RESPONSIBILITY Alchlbet4m&P11111111111ft 10L 19 Siker Low East Harderg CT 06118 ARISING OUT OF SUCH USE. �WI160)5119-4030 far.(860)568-5129 "mjj:tWjh=kmm vmb:www.nbmksm so 41•-6• ro• 4•-0• I ......_........................--................. i ....-........__....--........ 5 ...........................................-...... 3 ........................--..._............. . � rn � n � � O Z s•-a b O 6' 46•-6• g O g k SHEET TITIE py� }}��/� "'r_~M 55000 C1 Floor pim—Bldg*I }.��[/ /�� THIS DOCUMENT,THE IDEAS AND o — , ,W DES IN ORPORATED HEREIN,AS AN INSTRUMENT OF PROFESWNAU �I T PLOT SERJICES IS THE PROPERTY OF THE D J08 NAME MOLE OR IN PART.FOR IHF AND IS OT TANY OTHERO BE IN 4 Bl(( � r/FbiO Ota 10 �r PROJECT OR BY ANY OTHER PERSON.OR Generation ` NAMED CORPORATION ANY THEWT OUTT THAT —` THAN �At�MT1 i�t AUUTTHORI7ATION OF THEARCHITEC'f,EN " ....... r. ANYSUCH UNAUTHOR2EO USE WILLEE aoYlu rauoaole caaeanur Oq/W/04 SOLELYAT THE USERS RISK AND THE FLO Arebibetun&Phnift Inc. 19 Sllrer Law East Harthrd CT 06110 allFrECT WILL BEAR NO RESPONSIBIUTY ARISING OUT OF SUCH USE. (890)5084= ttl:p991999-5129 e-mail:dbdtTnwoh.aem web:anm flbamhAem • S.N.E.T. #388,*, EDGE OF PAVEMENT • • _ -_ =-- -24' R.C.P.=-_--_- - SPAN POL SIG L BO BROK I CATCH BASIN ® F T.F.=133.61 MON. I ND FL S=128.41 WATER QUALITY BASIN No.2 I!. CD FL W=128.31 MOBIL SIGN • WETLANDS PLANTINGS N , O� 4-T • + 3-CS • SEEDING MIXTURE TYPE III 'IV SEEDING MIXTURE TYPE 11 cWcpp MSEEDING MIXTURE TYPE M 126 , Z . 2 N/F . MOBIL OIL •SEEDING,LANDSCAPE AND STABILIZATIOIr/ CORPORATION BY BERRY PATCH SEEWMG MIXTURE TYPE III ai LEGEND 3-CS : • y ?!OSALITY BASINGS N0.1 EX. CO CULVERT / TOP:117.9 (125 SF.) / / STONE (6" RIPRAP) SHADE/OVERSTORY TREE: . FL=113.9 T� ti LEAK OFF. INSTALL N J BREAK IN BIT. CURB s- •fig, EVERGREEN TREE: • ACOMp 2-CS ® ORNAMENTAL • FL=114.4 VDP FLOWERING TREE � DUMPSTER PAD N/FENCLOSURE 000 EVERGREEN AND DECIDUOUS • BERRY PATCH T_ /F SHRUBS: 2-CS �+.�ETERSEN O� 2-VC GROUND COVER /PERENNIAL5 • * ORNMENTAL GRASSES, i• • 5-CS NOTE: 1. FOR LANDSCAPE PLANTING SCHEDULE, SEE SHEET L2, • 2. FOR LANDSCAPE NOTES AND DETAILS, SEE SHEET L2. 3.FOR SITE LIGHTING PLAN, SEE SHEET LP-1. 3-vc sf _ } t 4. INTERIOR LANDSCAPE: 3A AREA FOR PARKING(50 r1 WATER QUALITY BASIN N0,3 { ��NDS PLANTINGS Wk71.A PROPOSED: 5,219 S.F. (11.3 %) (625 S.F.) • 3-CS SEEDING MIXTURE TYPE III 13� SEEDING MIXTURE TYPE 11 MAINTAIN MIN. 10'-15' OF NATIVE VEGETATION OUTSIDE OF WETLANDS LIMITS. AREA TO BE OANGE ✓� CONSTRUCTION OR FENYCIINGA NND S AL 0 LED PRIOR TO • 3-vDP CONSTRUCTION. DUE TO LOCATION OF PROPOSED BUILDINGS IN CLOSE PROXIMITY '10'-15' NO-IMPACT ZONE ALONG WETLANDSPECIAL CARE WILL NEED TO BE EX6ISED DURING CONSTRUCTION. TRIMMI�6 OF VEGETATION WITHIN 10' • NO-NO(PACT ZONE TO BE LIMITED TO ONLY MON. 3-�A 2(p 1-IV 4-Y'DP 2Oo N/F gyp' 410.11 7-CAE NEW SHRUB/iREE1INE ee seT T WHICH IS REQUIRED FOR THE �1 ANEW SHRUB/TREEUNE ! BERRY PATCH ti�32 CONSTRUCTION OF THE BUILDINGS. • if 1.UNESR OTINMIR NOVA EGMW UUM REVISIONS INS SUBLET HAS IFD1 PREPARED M ACOOPDXY£VM SECTIONS=o-za-f nnawx m•,Toa" TN. 490:201•UM otr[MT REKOWY PREPARED FM SHEET NCATRa9 AS*001,APE RAW ON AYALNRE — IF THE RDIRAnaa a CON ECKUT STATE AON=--SrMMMS FOR S RA-0 No RNB R x Fa Sd0.2R1•M7 WOM�TROL NL EMSIRIO RRlIES MIDRD NATrO wle U M ADM•m NY THE WHVIO T ASSOMTRH awn SURVEMM MD,THM GBdPFIIC scALE eslyn I WENMOR M PARK T 1 o<FEN I91im PRIOR To O'"STRU"OL 91MKY MIIFO7119 A NOIIIiI1TN.ACCURACY QA91 A-2 a 4 ! >D. • * w �i JJ 1 • 2.NL UTIUM ARE TO RE STN®M THE FEN TO THE RESF OF Hy MMM♦a0[Me GO".IN YN IS OWNIINLY OOME.OT AS NO160 HIMON O\essionals, Inc. <x nra 1225 OAfl�ILAM ROAD L� BY A U[Fl66Fa wm SURKITR PRIOR TO Qf9Qlt•AKB dP,1RRhA//A c7fCi2R RLB CONSWA6=1 ehrN oel�Ynon•phonon•ourvoyon 1 THIS RAN Is NYAIID uHiEn rc IGRS THE i2m 11-h-20 !!. hnMcoPo RE'i1MEoeb ih•fM .w N0.:1993 GA/E 10-5-OI Or PRac aria D u N0. DATE DESCRIPTION BY MOU40D P.wNn UO.H. 1E5 Sea sewn.Reed.Sala wMd.en cwwoRee oeo>'a ppAlwc nq:.IABS 893 1B83-L1.ONG BOLTPH WIt1DBOA. OONNBCTICUT • i, • • S.N.E.T. #388-e, EDGE OF PAVEMENT • - 24_R.C.P.____ __= 1= SPAN POL SIG BO BROK CATCH BASIN ® d'yy F T.F.=33.61 MON. c0 l.9 FL S=128.41 FL W=128.31 MOBIL SIGP • 15" RC CULVERT END INV.121.05 • ti2Yb�� I 1000K BAYSAVER I TF:125.00(TYPE "C" CB TOP) w LEGEND • TF:126.00(MANHOLE TOP) DMIM INV:121.25(IN) E t o D 1ING POON PIN MONUMENT • 126 - - IRON PIN 70 K SET z EXISTNG UTILITY POLE AND PIPE +` N'1/r 8 PROPOSED CAATTCH BBAASIN AND PIPEMOBIL OIL PROPOSED STORM MANHOLE CORPORATION d, 0 EXISTING SANITARY MANHOLE AND PPE ti SPECIAL FLOOD HAZARD AREAS �—ROOFER PROPOSED MANHOLE AND PPE -INUNDATED,BY 100-YEAR FLOOD. —s—sANtrvtY LATERAL EX. CONC. CULVERT' F FLOOD ZONE AE- BASE FLOOD —W—WA10 LATERAL TOP:117.9 1 1 ELEVATIONS DETERMINED. FL:113.15 _- j 1 ® OUNPSIER PAD _ (6" RIPRAP) -00 EASTING OONTOUR FL=113.9- - NI 1 Y :; LEAK OFF. INSTALL E=TM SPOT GRAM - FL=114.1-� BREAK IN BIT. CURB ®PROPOSM SPOT GRADE . I� �• �` _:;rys}' 1000k BAYSAVER ❑ DETENTION BASIN OUTLET STRUCTURE 48"'4,•`' ••`' NV'122.40 EWS71NG PROPERTY LINE REGULATED AREA 20' 4 PVC SDR-35 A A INLAND WETLANDS FL=114.4 DUMP S=UMP STER PAD • N/F '� WITH ENCLOSURE • BERRY PATCH N/F LOIS H. PETERSEN • 1000K BAYSAVER NOTES: TF:125.00(TYPE "C" CB TOP) 1. ALL MONUMENTATION FOUND OR SET IS DEPICTED HEREON. • TF:125.00(MANHOLE TOP) 2 PARCEL AREA- 329 AC 552 S.F. INV:121.07(IN) 3. HORIZONTAL DATUM NAD'83 VERTICAL DATUM NAVD'29 15" RC FLARED END 4. VARIANCE GRANTED 3-10-88 TO ALLOW LESS BUFFER. 5. AS AS SHOWN ARE TAKEN FRO• MAPS REFERENCE#2. INV.121.00 w 6. FL�OODD INFORMATION TAKEN FROM RMAFLOOD INSURANCE y RATE MAP.COMMUNITY-PANEL#090036 0007 D MAP ( REVISED FEBRUARY 23,2001. • M Z • 130 MAINTAIN MIN. 10'-15' OF NATIVE VEGETATION • OUTSIDE OF WETLANDS LIMITS. AREA TO BE t STAKED BY SURVEYOR AND ORANGE CONSTRUCTION FENCING INSTALLED PRIOR TO . MAP REFERENCES: CONSTRUCTION. I. MAP OF PROPERTY OF LOIS PETERSEN SOUTH WINDSOR. CONNECTICUT NOVEMBER 7, 1986 SCALE V-40'BY ALFORD • ASSOCIATES, INC. 2. SUBDIVISION PLAN PREPARED FOR OAKLAND CENTER ASSOCIATES, OAKLAND ROAD SOUTH WINDSOR. CONNECTICUT, DUE TO LOCATION OF PROPOSED BUILDINGS IN 3-1-90, SCALE 1"-40', BY DESIGN PROFESSIONALS. INC. CLOSE PROXIMITY JA-10'-15' NO—IMPACT ZONE ALONG CARE WILL NEED eeeLE:AtlL TO BE X�� DUR NIG CONSTRUCTION. • OWNERt GENE RAT10N2 1"" TRIMMI�6 OF VEGETATION WITHIN 10' I=H.PETERSEN C/O JEFFREY R.SAWYER. ►RESIDENT �J 440 MING STREET 27 SUMMERSWEET DRIVE NO—NOfPACT ZONE TO BE LIMITED TO ONLY SOUTH WINDSOR,OT 06074 GLASTOLBU�-C2f6033 _ A' b W N F 410.11' I.P. ro T WHICH IS REQUIRED FOR THE • ml 6"-1438 FAX: 633-1599 MON. tit 2 / 0 2. BE SET MNSTRUCTION OF THE BUILDINGS. 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Office Condominiums South Windsor, Connecticut Town of South Windsor Zoning Commission Site Plan Application October 5, 2004 Prepared for: Generation 2 SC�UTIi;'INC� i�pLAiVialilG UE c 27 Summersweet Drive Glastonbury,CT 06033 �e rJ Approved b . 7 Ted DeSan s .13, .T.O.13. Date �..���� �p�e�Naut�ar�gr >> o Fuss&O Neill 146 Ha Roq�f��fi�st�T�q(�4j�i�y 2600 South Road,Suite 44.246 TEL 88o 646�24 � �►S �d ass Poughkeepsie,NY 12601 bu 56 Quarry Ro ?�rJ TEL 800 394-8081 FAx 845 691-7098 � lT� ;'ar9r TEL 2o3 374-37h Lnx 203 :Q 610 Lynndale Court-Suite E,Greenville,NC 27858 y No.20891 ��/ TEL 252 355-1370 FAx 252 355-8186 7040 West Palm �g � a Boca Raton,FL d'%•..... �r,`��� The Foundry Corporate Office Center TEL Boo 85Q-2348 FA'k�jj�s1�A14F' ��� 275 Promenade Street,Suite 350,Providence,RI 02908 w: pNn1Ni1A� TEL 401 861-3070 FAX 401861-3076 78 Interstat'e Drive,West Springfield,MA 01089 TEL 413 452-0445 FAX 413 846-0497 1419 Richland Street,Columbia,SC 29201 911 Central Avenue#237,Albany,NY 12206 TEL 8o3 376-6034 FAX 8o3 376-6035 TEL Boo 395-4097 Fax 518 363.0294 928 Falls Road,Shelburne,VT 05482 TEL 8o2 985-1512 FAx 8o2 985-2271 Fuss& O'Neill Inc. TRAFFIC IMPACT STUDY Office Condominiums South Windsor, Connecticut TABLE OF CONTENTS SECTION PAGE SUMMARYSHEET..............................................................................................................iii I. INTRODUCTION........................................................................................................I II. EXISTING CONDITIONS..........................................................................................I A. Site of Development............................................................................................1 B. Adjacent Roadway Network...............................................................................1 C. Study Area Intersections .....................................................................................2 D. Traffic Volumes Speeds and Counts...................................................................2 III. BACKGROUND TRAFFIC CONDITIONS...............................................................3 A. Growth Rate ........................................................................................................3 B. Other Developments............................................................................................3 IV. PROPOSED CONDITIONS........................................................................................3 A. Development.......................................................................................................3 B. Site Access ..........................................................................................................3 C. Trip Generation...................................................................................................3 D. Trip Distribution..................................................................................................4 E. Combined Volumes.............................................................................................4 V. ANALYSES.................................................................................................................4 A. Accident Analysis................................................................................................4 B. Intersection Sight Distance Analysis...................................................................5 C. Intersection Capacity Analyses...........................................................................5 D. Queue Analysis................................................................................................ 7 VI. CONCLUSIONS..........................................................................................................8 F:\P2004\0729\A10\Report\report082804.doe i Fuss & O'Neill Inc. TRAFFIC IMPACT STUDY Office Condominiums South Windsor, Connecticut TABLE OF CONTENTS (Continued) Appendix A-Tables 1. Peak Hour Site Generated Traffic Volumes 2. Intersection Accident Data 3. Unsignalized Intersection Level of Service Summary 4. Signalized Intersection Level of Service Summary 5. AM Peak Hour Queue Length Summary 6. PM Peak Hour Queue Length Summary Appendix B -Figures 1. Site Location Map 2. 2005 Weekday AM &PM Background Traffic Volumes 3. Weekday AM Trip Distribution-Arrival/Departure 4. Weekday PM Trip Distribution—Arrival/Departure 5. Weekday AM&PM Trip Generation 6. 2005 Weekday AM &PM Combined Traffic Volumes Appendix C Intersection Capacity Analysis Worksheets—Weekday AM Peak Hour Appendix D Intersection Capacity Analysis Worksheets—Weekday PM Peak Hour F:\P2004\0729\A10\Report\report082804.doc 11 Fuss & O'Neill Inc. SUMMARY SHEET As an aid to reviewers, this Summary Sheet has been included to outline the various study parameters utilized in this report. Although a full explanation of the study methodologies is included in the text of the report, this summary can serve as a useful reference for reviewers. APPLICANTS: Generation 2 SITE ACREAGE: 3.29+Acres DEVELOPMENT SIZE/TYPE: 12 office condominium units, 3,000 sq. ft. each PARKING: 143 parking spaces,including 6 handicapped spaces APPLICATIONS: Town of South Windsor Zoning Commission Site Plan Application BUILD YEAR: 2005 BACKGROUND TRAFFIC GROWTH FACTOR: 1.5%Per Year TRAFFIC COUNTS: Fuss&O'Neill, Inc.—Turning Movement Counts,November 2001, October 2003 Fuss&O'Neill, Inc.—Automatic Traffic Recorders (ATR's), October 2003 PEAK HOURS ANALYZED: Weekday AM Peak Hour—7:15 to 8:15 A.M. Weekday PM Peak Hour—4:30 to 5:30 P.M. EXPECTED TRIP GENERATION: Weekday AM Peak Hour—83 (73 Enter/ 10 Exit) Weekday PM Peak Hour— 119 (20 Enter/99 Exit) CAPACITY ANALYSIS: Technique—2000 Highway Capacity Manual Execution—Synchro Professional Software, Version 5.0 F:\P2004\0729\AIO\Report\report082804.doc 111 Fuss& O'Neill Inc. I. INTRODUCTION Generation 2 has proposed to construct office condominiums comprised of 12 two-story units in 4 buildings. The subject site is located on the south side of Route 30 (Oakland Road), east of Buckland Road, and west of Felt Road Extension, as shown in Figure No. 1 of Appendix B. Construction on the proposed office complex is expected to be complete in 2005. Fuss &O'Neill has been retained to study the impact of the proposed development on traffic conditions throughout the adjacent roadway network. This report has been prepared to document the findings of the study and is being submitted to the Town of South Windsor Zoning Commission in support of a site plan application. II. EXISTING CONDITIONS A. Site of Development The site is a vacant wooded lot located on the south side of Route 30 (Oakland Road), east of Buckland Road, and west of Felt Road Extension in South Windsor, Connecticut. The 3.29+ acre site is currently zoned "RC" for Restricted Commercial. The site is bordered by the Berry Patch active adult community to the west and south, a Mobil gas station to the east, and Route 30 to the north. B. Adjacent Roadway Network The adjacent roadway network consists of the following roadways: • Route 30(Oakland Road) • Route 194(Sullivan Avenue) • Buckland Road • Felt Road • Felt Road Extension The Connecticut Department of Transportation classifies Route 30 (Oakland Road) as a minor arterial. Route 30 runs east and west and has one travel lane in each direction. Route 30 has a road width of 26 feet with a 2 foot wide shoulder on each side. The posted speed limit on Route 30 is 40 miles per hour in the eastbound direction and 35 miles per hour in the westbound direction. Route 30 supports a variety of residential developments, including the Berry Patch active adult community which borders the west side of the proposed site. Route 194 (Sullivan Avenue) is classified as a minor arterial. Route 194 runs north and south and is located to the west of the proposed site. It has four lanes of travel and a posted speed limit of 40 miles per hour just north of Route 30(Oakland Road). Buckland Road is classified as a collector roadway and runs north and south providing access to commercial developments and Interstate 84 to the south in Manchester. Buckland Road is a four-lane roadway. F:\P2004\0729\AI O\Report\report082804.doc 1 'I Corres.(HO) Fuss & O'Neill Inc. Felt Road is a local town roadway with two-lanes of traffic including a 13 foot wide travel lane in each direction and no shoulders. It has a speed limit of 25 miles per hour and is predominately surrounded by residential property. Felt Road Extension is a two-lane roadway with no posted speed limit and an 8 foot wide lane in each direction. Several single family residences and a gas station are located off of Felt Road Extension. C. Study Area Intersections The study area intersections are intersections that are in close proximity to the site and may be influenced by the proposed development. The study area intersections reviewed in this study are Route 30(Oakland Road) at Route 194 (Sullivan Avenue) and Buckland Road, and Route 30 (Oakland Road)at Felt Road and Felt Road Extension. Signalized Intersections: Route 30 (Oakland Road)at Route 194 (Sullivan Avenue) and Buckland Road is a four-way signalized intersection. The northbound Buckland Road approach provides an exclusive left turn lane and an exclusive through lane as well as a shared through and right lane. The Route 194 (Sullivan Avenue) southbound approach provides an exclusive left turn lane, an exclusive through lane and a shared through and right lane in the southbound direction. The westbound Route 30 approach provides exclusive left, though, and right lanes, and the eastbound Route 30 approach provides an exclusive left turn lane, a through lane and a shared through and right lane. The intersection of Route 30(Oakland Road)with Felt Road and Felt Road Extension is a four-way signalized intersection. Each leg of this intersection has a single lane approach. D. Traffic Volumes Speeds and Counts The greatest potential for traffic impact on the roadway network by the proposed office complex will occur during the Weekday AM and PM peak hours, the periods when commuter related trips are at their highest levels. In order to determine the traffic impact of the proposed development on adjacent street traffic, Fuss & O'Neill, Inc. conducted Weekday 7-9 AM and 4-6 PM peak period manual turning movement counts in November of 2001 and October of 2003 at the intersections in the study area. The traffic count data collected indicates that the Weekday AM peak hour of traffic is 7:15 am to 8:15 am and the Weekday PM Peak hour of traffic is 4:30 pm to 5:30 pm. These peak hours were subsequently analyzed for impacts. Fuss & O'Neill, Inc. placed an Automatic Traffic Recorder (machine counter) on Route 30 in the vicinity of the proposed site from Tuesday, October 14, 2003 through Thursday, October 16, 2003 to record daily traffic volumes, the 85th percentile speed in each direction, and vehicle classifications. The 24 hour daily traffic volume on Route 30 for this time period was found to be approximately 12,300 vehicles per day, including 6,400 vehicles per day in the westbound direction and 5,900 vehicles per day in the eastbound direction. The 85th percentile speeds were 44 miles per hour and 46 miles per hour respectively in the eastbound and westbound directions. F:\P2004\0729\AIMeport\report082804.doc 2 Corres.(HO) Fuss & O'Neill Inc. Connecticut Department of Transportation (ConnDOT) performs Automatic Traffic Recordings every three years. The latest available counts on Route 30 in South Windsor were performed in 2001. ConnDOT found the average daily traffic on Route 30 east of Route 194 to be 6,200 vehicles per day in the eastbound direction and 6,100 vehicles per day in the westbound direction. III. BACKGROUND TRAFFIC CONDITIONS A. Growth Rate Upon consultation with ConnDOT the 2003 existing traffic volumes were projected to the 2005 design year using a 1.5 percent per year peak hour growth factor to account for normal traffic growth in the study area. These projected volumes, shown in Figure No. 2 of Appendix B, represent the 2005 Background traffic volumes, which are defined as design year traffic without the proposed development. B. Other Developments Fuss & O'Neill contacted the State Traffic Commission (STC) and the Town of South Windsor Planning and Zoning office to identify pending or approved developments having site related traffic in the study area. Berry Patch II, the Terry Office Park expansion, and the Evergreen Walk Development are all expected to affect traffic in the study area. The traffic associated with these projects was included in the background traffic for this study. IV. PROPOSED CONDITIONS A. Development Generation 2 proposes to construct office condominiums with 12 two-story units. The total building area (gross floor area) of the office buildings will be 36,000 square feet. The development will provide 143 parking spaces comprised of 137 regular parking spaces and 6 handicapped parking spaces. B. Site Access Site access will be provided via a full access drive connection to Route 30 (Oakland Road). The proposed drive will form a `T' intersection with Route 30 and will be located approximately 350 feet west of Felt Road Extension. Exclusive left and right turn lanes will be provided on the proposed site drive. The site drive will have a stop sign and be designed to accommodate SU-30 and Bus design vehicles. C. Trip Generation The expected site generated traffic data was calculated using empirical data from the Institute of Transportation Engineers (ITE) publication Trip Generation, 7th edition, 2003. This publication is an industry-accepted resource for determining trip generation. Trip generation for the Weekday AM and PM peak hour was calculated using the ITE land use F:\P2004\0729\A10\Report\report082804.doc 3 Corres.(HO) Fuss & O'Neill Inc. code 710, "General Office Building". The offices are expected to generate 83 trips (73 entering, 10 exiting) during the Weekday AM peak hour and 119 trips (20 entering, 99 exiting) during the Weekday PM peak hour. A summary of the peak hour trip generation information for the proposed development is provided in Table 1 of Appendix A. D. Trip Distribution The distribution of traffic entering and exiting the proposed site was applied to the road network based on the existing traffic distributions in the study area. During the AM peak hour,the following arrival distributions of traffic are anticipated: 66%entering from the east 57% exiting to the east 34% entering from the west 43%exiting to the west During the PM peak hour,the following arrival.distributions of traffic are anticipated: 47%entering from the east 62%exiting to the east 53% entering from the west 38% exiting to the west A regional arrival/departure distribution for the new site generated traffic traveling to and from the project site is shown in Figures No.3 and 4 of Appendix B. E. Combined Volumes The site generated traffic was distributed to the roadway system based on the arrival/departure distributions with the results shown in Figure No. 5 of Appendix B. The site generated volumes were then added to the background volumes (without the proposed development) to yield the year 2005 peak hour Combined traffic volumes (with the proposed development) as shown in Figure No. 6 of Appendix B. V. ANALYSES A. Accident Analysis Fuss & O'Neill has obtained and reviewed accident data from the Connecticut Department of Transportation (ConnDOT) for the three most recent years of available data. The following roadway segments and intersections were analyzed: • Route 30 at Route 194 and Buckland Road intersection • Route 30 from Route 194 and Buckland Road to Felt Road and Felt Road Extension • Route 30 at Felt Road and Felt Road Extension Intersection The ConnDOT Bureau of Planning and Research assembles all the reported accidents on State roadways and compiles the accidents in a report entitled Traffic Accidents F:\P2004\0729\A10\Report\report082804.doc 4 Cones.(HO) Fuss & O'Neill Inc. Surveillance Report (TASR). The TASR is used to prioritize accident sites statewide. A second list, ConnDOT's Suggested List of Surveillance Study Sites (SLOSSS) lists intersections that have a higher than average frequency of accidents in the State of Connecticut. The intersection of Route 30 at Route 194 and Buckland Road had an average of 11 accidents per year in the three years analyzed and is listed on the SLOSSS. Of the accidents reported, nearly half were rear-end collisions, which are common at signalized intersections. Nearly 30 percent of the accidents were turn related collisions. It should be noted that several improvements have been made to the signal at Oakland Road, Buckland Road, and Sullivan Avenue in 2002. These improvements include timing revisions,revised pavement markings and lane use on the westbound approach, and the removal of signal coordination. These modifications have improved operations at this intersection. There was an average of only 2 accidents per year reported for Route 30 between Buckland Road and Felt Road Extension for the three years of accident data reviewed. The majority of these accidents were rear end collisions resulting:from drivers following too closely. The frequency and type of accidents are not considered unusual for this segment of roadway. There was an average of 4 accidents per year reported at the intersection of Route 30 at Felt Road and Felt Road Extension. The majority of these accidents were rear end collisions resulting from drivers following too closely. Again, the frequency of accidents is not considered abnormal by ConnDOT for a signalized intersection. Based on a review of accident history there were no existing accident patterns identified in the immediate vicinity of the proposed site. The small increase in traffic generated by the proposed development at the intersection of Oakland Road,Buckland Road, and Sullivan Avenue is not expected to cause an appreciable change in accident frequencies at this intersection. A summary of accident data per location is provided in Table 2 of Appendix A. B. Intersection Sight Distance Analysis According to the criteria set by the Connecticut Department of Transportation (ConnDOT), the proposed site driveway intersection should provide a minimum intersection sight distance of 489 feet to the left (west) and 511 feet to the right (east) based on the 85tn percentile speeds of 44 and 46 miles per hour respectively in the westbound and eastbound directions on Route 30. Intersection sight distances were measured from the proposed site driveway location as 660 and 560 feet looking to the left (west) and right (east), respectively. Therefore, the proposed Site Drive meets the ConnDOT criteria for the 85t' percentile speeds, and will provide ample sight distance. C. Intersection Capacity Analyses Capacity analyses for both signalized and unsignalized intersections were conducted using Synchro Professional Software, version 5.0. I F:\P2004\0729\AIO\Report\report082804.doc 5 Cones.(HO) Fuss & O'Neill Inc. In discussing intersection capacity analyses results, two terms are used to describe the operating condition of the road or intersection. These two terms are volume to capacity ratio (v/c) and level of service(LOS). The v/c ratio is a ratio of the volume of traffic using an intersection to the total capacity of the intersection(the maximum number of vehicles that can utilize the intersection during an hour). The v/c ratio can be used to describe the percentage of capacity utilized by a single intersection movement, a combination of movements, an entire intersection approach, or the intersection as a whole. LOS is a measure of the delay experienced by stopped vehicles at an intersection. LOS is rated on a scale from A to F, with A describing a condition of very low delay (less than 10 seconds per vehicle), and F describing a condition where delays will exceed 50 seconds per vehicle for unsignalized intersections or 80 seconds per vehicle for signalized intersections. Delay is described as a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Therefore, intersections with longer delay times are less acceptable to most drivers. LOS is generally used to describe the operation(based on delay time) of both signalized and unsignalized intersections, while v/c ratio is applied to signalized intersections only. These definitions for v/c ratio and LOS, as well as the methodology for conducting signalized and unsignalized intersection capacity analyses, are taken from the "2000 Highway Capacity Manual"published by the Transportation Research Board. In discussing unsignalized intersection capacity analyses, the term "level of service" (LOS) is used to provide a description of the delay and operational characteristics of the turns from the minor street (stop sign controlled) to the major street, and turns from the major street to the minor street. Through vehicles are not delayed by the minor street and do not experience delay,therefore they are not rated with a level of service. Using the above referenced methodologies,unsignalized intersection capacity analyses was conducted at the Route 30 and Site Drive intersection for the Weekday AM and PM peak hours. Weekday AM and PM peak hour capacity analyses were also conducted at the following signalized intersections: • Route 30 at Route 194 and Buckland Road • Route 30 at Felt Road and Felt Road Extension Tables No. 3 and 4 of Appendix A present a summary of the levels of service at the unsignalized and signalized intersections, for both Background and Combined Conditions. Copies of the analysis worksheets can be found in Appendices C and D, for the Weekday AM and PM peak hour respectively. Unsignalized Intersections Left and right turns from the proposed site drive onto Route 30 will operate at LOS B during the weekday AM peak hour Combined Conditions and LOS D during the weekday PM peak FAP2004\0729\A10\Report\report082804.doc 6 Cones.(HO) Fuss & O'Neill Inc. hour Combined Conditions. Route 30 westbound left turns into the Site Drive will operate at LOS A for both the AM and PM weekday peak hours in the Combined Conditions. The unsignalized intersections analyzed will have an acceptable LOS with the site generated traffic from the proposed office condominiums. Signalized Intersections The Route 30 at Route 194 and Buckland Road intersection will operate at LOS C during the weekday AM peak hour in the Background and Combined Conditions and at LOS F during the weekday PM peak hour Background and Combined Conditions. The overall increase in intersection delay resulting from this projects site generation traffic is negligible during the weekday AM peak hour and only 3 seconds during the weekday PM peak hour. The Route 30 at Felt Road and Felt Road Extension intersection will operate efficiently at LOS B or.better during both the weekday AM and PM peak hours during the Background and-Combined Conditions. Neither of these intersections will experience aAecrease in LOS as a result of the site generated traffic. D. Queue Analysis Capacity analysis worksheets from the Synchro Professional Software Version 5 are located in Appendix C and D. and provide the 95th percentile (design) queue lengths. These analyses calculate queue lengths for all of the approach lanes of the signalized study area intersections. Tables 5 and 6 of Appendix A provide a summary of the queue lengths for intersections in the study area. Background and Combined Condition queue lengths were reviewed at the study area intersections. The 95th percentile queue lengths do not exceed the available storage lengths for any of the turn lanes in the study area except for the following turn lanes of the Route 30 at Route 194 intersection: • Eastbound left turn lane • Southbound left turn lane The queues in these turn lanes exceed the available storage in the existing conditions and little additional traffic is being added to these lanes by this development. During the PM peak hour the eastbound and southbound left turn queues are expected to increase only 1 vehicle between the Background and Combined Conditions. Therefore the additional traffic from the proposed development is not anticipated to significantly impact queues at this intersection. F:\P2004\0729\A10\Report\report082804.doe 7 Corres.(HO) Fuss& O'Neill Inc. VI. CONCLUSIONS The purpose of preparing a Traffic Impact Study is to identify the impact of the proposed development's site generated traffic on the roads and intersections in the vicinity of the site. The signalized and unsignalized intersections analyzed in this study will not experience a decrease in LOS as a result of the proposed development's site generated traffic. The proposed site drive will also operate at an acceptable LOS. A review of the 95'h percentile queue calculations at each study area intersection revealed no significant queue length increases. There were no existing accident patterns identified in the immediate vicinity of the site which could potentially be exacerbated by the proposed development's site generated traffic. The intersection of Route 30 at Route 194 and Buckland Road is listed on the ConnDOT SLOSSS list, however the small increase in traffic generated by the proposed development at this intersection is not expected to cause an appreciable change in accident frequencies at this intersection. Several improvements have also been.made to this signal in 2002, including timing revisions,revised pavement markings and lane use on the westbound approach, and the removal of signal coordination. These modifications have improved operations at this intersection. A review of intersection sight lines at the proposed site drive revealed that the sight distances will exceed ConnDOT criteria. The proposed site drive on Route 30 (Oakland Road)will provide safe access and egress to and from the site. Based on the foregoing study it is the professional opinion of Fuss & O'Neill, Inc. that the proposed Office Condominiums will not significantly impact the traffic operations on the roadways and intersections in the vicinity of the site. F:\P2004\0729\A10\Report\report082804.doc 8 Corres.(HO) Fuss&O'Neill,Inc. TABLE 1 PEAK HOUR SITE GENERATED TRAFFIC VOLUMES Office Condominiums South Windsor, Connecticut Peak Hour Trips Weekday AM Enter 73 Exit 10 Total 83 Weekday PM Enter 20 Exit 99 Total ' 119 Note: Trip generation based on Curve Equation per for Land Use Code 710, General Office Building, as published in Trip Generation, 7th Edition, 2003. Fuss&O'Neill,Inc. TABLE 2 INTERSECTION ACCIDENT DATA SUMMARY Office Condominiums South Windsor, Connecticut ACCIDENTS PER YEAR INTERSECTIONS/ROAD SEGMENTS 10/99-12/99 2000 2001 1/02-9/02 Avg. Per Year Route 30 (Oakland Road) at Route 194 (Sullivan 4* 8 13 6 11 Avenue) and Buckland Road Route 30 (Oakland Road) between Route 194 and 1 1 2 0 2 Felt Road Route 30 (Oakland Road) at Felt Road and Felt Road 0 4 7 1 4 Extension *Values indicated are number of accidents in the vicinity of each intersection during the time period shown. Data provided by the Connecticut Department of Transportation. Fuss&O'Neill,Inc. TABLE 3 UNSIGNALIZED INTERSECTION LEVEL OF SERVICE SUMMARY Office Condominiums South Windsor, Connecticut TWO-WAY STOP CONTROLLED 2005 Weekday AM PEAK HOUR 2005 Weekday PM PEAK HOUR INTERSECTIONS*(Critical Movements) Background Combined Background Combined Site Drive and Route 30(Oakland Road) Site Drive Northbound Approach NA B* NA D Route 30 Westbound Left Turn NA A NA A *Values indicated are critical movement Level of Service(LOS) Fuss&O'Neill,Inc. TABLE 4 SIGNALIZED INTERSECTION LEVEL OF SERVICE SUMMARY Office Condominiums South Windsor, Connecticut SIGNALIZED INTERSECTIONS 2005 Weekday AM PEAK HOUR 2005 Weekday PM PEAK HOUR (Critical Movements) Background Combined Background Combined Route 30 (Oakland Road) at Route 194 C/0.81* C/0.82 F/1.18 F/1.20 (Sullivan Avenue) and Buckland Road Route 30 (Oakland Road) at Felt Road A/0.56 A/0.59 B/0.68 B/0.72 and Felt Road Extension *Values indicated are intersection LOS/v/c Ratio Fuss&O'Neill,Inc. TABLE 5 AM PEAK HOUR QUEUE LENGTH SUMMARY Office Condominiums South Windsor, Connecticut 2005 2005 Available Intersection Approach Lane Background Queue' Combined Queue Storage Route 30 (Oakland Road) at Route EB Left 75 Feet 75 Feet 275 Feet 194 (Sullivan Avenue) and EB Thru 86 Feet 91 Feet Buckland Road WB Left 57 Feet 57 Feet 260 Feet WB Thru 289 Feet 292 Feet WB Right 44 Feet 45 Feet 350 Feet NB Left 39 Feet 39 Feet 185 Feet NB Right 164 Feet 165 Feet SB Left 117 Feet 125 Feet 330 Feet SB Thru #626 Feet #626 Feet Route 30 (Oakland Road) and Site EB Thru 0 Feet Drive WB Left 3 Feet NB Left NA 2 Feet NB Right 1 Feet Route 30 (Oakland Road) at Felt EB Thru 81 Feet 85 Feet Road and Felt Road Extension WB Thru 153 Feet 171 Feet NB Thru 24 Feet 26 Feet SB Thru 61 Feet 68 Feet # Symbol indicates: 95th percentile volume exceeds capacity, queue may be longer Fuss&O'Neill,Inc. 1. TABLE 6 PM PEAK HOUR QUEUE LENGTH SUMMARY Office Condominiums South Windsor, Connecticut 2005 2005 Available Intersection Approach Lane Background Queue Combined Queue Storage Route 30 (Oakland Road) at EB Left #566 Feet #579 Feet 275 Feet Route 194 (Sullivan Avenue) EB Thru 264 Feet 269 Feet and Buckland Road WB Left 73 Feet 76 Feet 260 Feet WB Thru 240 Feet 255 Feet WB Right 90 Feet 110 Feet 350 Feet NB Left 66 Feet 68 Feet 185 Feet NB Right #861 Feet #876 Feet SB Left #370 Feet #378 Feet 330 Feet SB Thru 360 Feet 368 Feet Route 30 (Oakland Road) and EB Thru 0 Feet Site Drive WB Left 1 Feet NB Left NA 33 Feet NB Right 18 Feet Route 30 (Oakland Road) at EB Thru 286 Feet 341 Feet Felt Road and Felt Road WB Thru 148 Feet 151 Feet Extension NB Thru 38 Feet 38 Feet SB Thru 58 Feet 58 Feet # Symbol indicates: 95th percentile volume exceeds capacity, queue may be longer F77 4 SAIL) F, O HI�� ROAD HERITp�f Qo9 <<. G✓'J`tyCOC \\� DR. R � cyG✓VOS z SCOTT DR I� o ELLIN' m o z m c a HILL RDgD gREE2 ti o� 0 30 BUD DEEREI Cp ? Cf South Windsor z Of bo 0 F � o 194I. l �R g� 4 I R/OGEFI LD £ ROAD C4{LqAc) a� 1-3-0-14 o U �LPNe c o� o � FgpM U w P,� APO •y, � � o� ✓�'oti � RR oF�✓NG CgNE G4V � Y ti TRP�L z a � Y y STREET m 4. D �a IEw �P R c o �EMi� S I TE w LOCATION o STREET OE w 4 N S�M P CN�S�E SCALE: PROD.No.:2004.729.A10 HORZ-:NTS GENERATION 2 DATE:AUGUST 2004 DATUM: VERT.: SITE LOCATION MAP HORZ, FUSS&O'NEILL INC.c-Ming Engineers VERT.: ' 1/6 HAR70RD ROAD.MANC6ESTER CONNECTICUT 06040 OFFICE CONDOMINIUMS FIG. 1 -FandO.com EAST LYME CONNECTICUT m r r Z Z G7 O Z x O O1 Jw o rn v L44 (2) 4-1061 (757) BUCKLAND ,j j L,,-158 (270) SULLIVAN ROAD 43 (79)-+ *1 1 F' AVE. 345 (1153)-0- '�1 8 16 (112)-- CNN (ROUTE 194) 0 D r D Z 0 o �U P 0 co o C7 � t Ln a) 0 0 c m w 0 o t--90 (44) 4-9 (9) FELT 41 j J., f-67 (50) FELT ROAD EXTENSION 10 (22)--+ 41 1 li ROAD 6 (13)-0- v a cn 41 (58)-- v w Ut XX WEEKDAY AM PEAK HOUR(7:15-8:15 AM) (XX) WEEKDAY PM PEAK HOUR(4:30-5:30 PM) SCALE: PROJ.No.:20040729AID HORZ.:NTS GENERATION 2 DATE:AUGUST 2004 VERT, DATUM: HORZ. _ FUSS&O'NEILL INC.consulting sngft& s 2005 BACKGROUND TRAFFIC VOLUMES VERT.: 7 748 FWifFORD ROAD,MANCHMM CONNECfICUf 060/0 OFFICE CONDOMINIUMS FIG 2 —Fs MO.— SOUTH WINDSOR CONNECTICUT rn r r z Z c� 0 z 70 0 D 0 m BUCKLAND ♦ r16% SULLIVAN ROAD '1 1 f' AVE. 8" (ROUTE 194) 0 D r D Z Z7 � � WD o —I �7 j _ t W (43%) 1 rn (57%)—+ 0 C m L4 0 FELT 41, t177. FELT ROAD EXTENSION 1 ROAD XX% ARRIVAL DISTRIBUTION (XX7.) DEPARTURE DISTRIBUTION SCALE: PROJ.No.:20040729A10 HORZ.:NTS GENERATION 2 DATE:AUGUST 2004 DATUM: VERT.: WEEKDAY AM SITE GENERATED TRAFFIC HORZ: 115103 RN FUSS&ONEILL INC.consyit{ng a n...s VERT, 7 146 KWWO°o MMD•�+ •�+NE�OW40 ARRIVAL/DEPARTURE DISTRIBUTION 86D.6M24W FIG 3 OFFICE CONDOMINIUMS —Fard0— SOUTH WINDSOR CONNECTICUT m r r z (:D c� O z O D v BUCKLAND j f--4% SULLIVAN ROAD *1 t f AVE. Ln co (ROUTE 194) O D r D Z � c O m -� ;;o 1 C7 � t (38%) 41 Z7 O C m (A • �Q Ut J FELT j L, t7% FELT ROAD EXTENSION t ROAD XX% ARRIVAL DISTRIBUTION (XX7.) DEPARTURE DISTRIBUTION SCALE: PROJ.No.:20D40729AI0 HORZ.:NTS GENERATION 2 DATE:AUGUST2004 VERT.: DATUM: r'O WEEKDAY PM SITE GENERATED TRAFFIC HORz: FUSS&O NEILL INC.c0nautting — ARRIVAUDEPARTURE DISTRIBUTION VERT.: ' 146 NNOFORD ROAD.MANCNEUM CONNECT"H 06040 660.%&240 OFFICE CONDOMINIUMS FIG 4 —FendO— SOUTH WINDSOR CONNECTICUT m r r z 0 0 Z z ;;a D 0 N V] BUCKLAND j i--12 (1) SULLIVAN ROAD (>>-Z 41 T f AVE. N (ROUTE 194) 0 D r D z N u O T w a N —� 4 (38)41 I� TRIP GENER A TION AM PM 0 ENTER 73 20 -i EXIT 10 99 m TOTAL 83 119 w • FELT j L, t-12 (1) FELT ROAD EXTENSION 1 ROAD XX WEEKDAY AM PEAK HOUR(7:15-8:15 AM) (XX) WEEKDAY PM PEAK HOUR(4:30-5:30 PM) SCALE: PROJ.No.:20D40729A10 HORZ:NTS GENERATION 2 DATE:AUGUST 2004 DATUM: VERT.: WEEKDAY AM(PM)TRIPS GENERATED HORZ: FUSS&ONEILL INC.c.n.at w Engin..n VERT, fQo 14a wmFORD ROAD•960"�"!�fm OomEancur 08040 OFFICE CONDOMINIUMS FIG 5 w FandO.can SOUTH WINDSOR CONNECTICUT m r r z (:D c� 0 z O D Q °'1Now o v t-44 (2) tO v`O 4-1061 (757) BUCKLAND 414 1, F-170 (271) SULLIVAN � � ♦ ROAD 43 (79) 1 t AVE. 345 (1153)--1- lJn m 17 (113)-- — (ROUTE 194) 9 1E �s 0 ' D r D z Q w �7 N � ^ o cc) D rn ao p 1 n ;;aT 0 F ao w_ N w W ^ aD V/ 4 (38)--+ T 6 (61)- o O C m C4 • N o L102 (45) rno w w 4-9 (9) FELT 4j i Ll. f-67 (50) FELT ROAD EXTENSION 10 (22)--+ '1 1 f' ROAD 6 (13)-l- v N U 41 (58)-+ (N71^N v�v W XX WEEKDAY AM PEAK HOUR(7:15-8:15 AM) (XX) WEEKDAY PM PEAK HOUR(4:30-5:30 PM) SCALE: PROJ.No.:2004072DA10 HORZ:NTS GENERATION 2 DATE:AUGUST 2004 VERT, DATUM: 2005 WEEKDAY COMBINED HORz.: FUSS&O`NEILL INC.consulting saigtneers VERT.: ' O 146 WIRTMRD ROAD.MANCHESER.CONNECRCUf 06040 TRAFFIC VOLUMES ND.646.2469 OFFICE CONDOMINIUMS FIG 6 wvm.EandO.— SOUTH WAIDSOR CONNECTICUT . E .� -,> �. A fi _P .t } v� l - s s s - a 3 1 3 4� ` F I i r` 1 +' } 4 S I - , ; 1 } .. .S t P f AV, r - $ 1 a t� 5 S - Am AM Ms. s _';-,"-,,4r s .j Y t r?. f '1 s.c r a 5 _ 's r r x' y.. 1 i 4 � r � ? S < } t "On J _ y Y_ Y _ y Ar 7� F -i ZY :' q t �� ; z i ' �I1 E l A A�VI EAK ��1�� � r -11 Kz 1. _ 3 Y >y s a t s } i,y �, Y a r x y a % n TXQenzo - s t o _ k r { r .t n M40t a s ? i� l If is ` .. } t , r_' t Yy �. t _ } }" 1 "" f k k -.a 7 ::t _ F y a r S 3 i < u b-r Jmi t E t { r 5f S �r Y - t ? } r _ � y.: Y !S i 1 -r 3 ,., 2- 1 l < _ 1 i_ L �' M1 - f Y _ x Y tir t ''1 3 S� 0 3 \ Y f `'' _ '1 1 r}, t 5 tl S ) 1 t r s s S '4, } 4 j Aj f ` .. l k 7 `4 - t S - s i ✓ .- - r n s' - 1 w { lh -Y -r t' 0. r P i t, r m 4 t y Z.. S -Y _ / ? 3 2 v. ? t 5 < 4 as i iAb r ti F 4. > t:. - 1 ` cny, F # a j _ s 3 S r - t I. ? e s ,.f ;_ 1 r• t }.a a ..k ti 3 H. z - r 1 a 7 - 4 , . L. - 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday AM Background Volumes South Windsor Lane Configurations _�. � �7 - � � n�-- 1�9t1 1 - Lane W idth(ft) 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Trailing Detector(ft) 161" 161 177 177 -6 -6 -6 -6 IN Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - .E_. Flt Protected 0.998 0.998 0.991 0.980 Flt Permitted 0.977 0.984 0.947 0.858 Right Turn on Red Yes Yes Yes Yes Headway Factor" 0.85' 0.85 0.85 0.84 0.84 0.84 1.09 1.09 1.09 0.96 0.96 0.96 Link Distance(ft} 607 63 LI 7 445 1184 11i Volume (vph) 11 296 0 17 486 15 10 6 41 67 9 90 liimnw Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 12% 12% 12% 2% 2% 2% i'mmLimmmi Win Lane Group Flow(vph) 0 365 0 0 617 0 0 68 0 0 198 0 Protected Phases 2 6 4 8 M.r t - Detector Phases 2 2 6 6 4 4 8 8 Minimum Split(s) 25.0 25.0 25.0 25.0 11.0 11.0 11.0 11.0 Total Split(%) 65% 65% 0% 65% 65% 0% 35% 35% 0% 35% 35% 0% Mill Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 - Lead/Lag Vehicle`Extension (s) 3.0 3.0 3.0 3.0 1.5 1.5 1.5 1.5 90th %ile Green (s) 26.7 26.7 26.7 26.7 12.9 12.9 12.9 12.9 70th %ile Green (s) 20.0 20.0 20.0 20.0 8.7 8.7 8.7 8.7 50th %ile Green (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 30th %ile Green (s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 H III 10th %ile Green (s) 58.5 58.5 58.5 58.5 0.0 0.0 0.0 0.0 G:\P2004\0729\A10\Analysis\2005-AMBG.sy6 Synchro 5 Report GMH 9/23/2004 Pagel FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday AM Background Volumes South Windsor l��nr�31 D �1 Queue Length 50th (ft) 31 62 3 � 19 Internal Link Dist(ft) 527 557 � 365 1104 95th Up Block Time (%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other BMW Actuated Cycle Length:44.4 Control Type:Actuated-Uncoordinated f 70th%ile Actuated Cycle:37.7 30th %ile Actuated Cycle:36 e Splits and Phases: 6: Oakland Rd. &Felt Rd. o2 o4 07 o6 08 G:\P2004\0729\A10\Analysis\2005-AMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 2 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday AM Background Volumes South Windsor Lane Configurations 4� Lane W idth 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost time (s) 5.0 5.0 4.0 4.0 Frt 1.00 1.00 0.90 0.93 MEMO Satd. Flow(prot) 1990 1993 1417 1749 Satd. Flow(perm) 1949 1965 1355 1495 Peak hour factor, PM 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Lane Group Flow(vph) 0 365 0 0 617 0 0 68 0 0 198 0 Turn Type Perm Perm Perm Perm Permitted Phases _ 2 6 4 8 IN Effective Green, g (s) 27.6 27.6 7.9 7.9 Clearance Time(s) 5.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1209 1219 241 265 v/s Ratio Perm 0.19 c0.31 0.05 c0.13 Uniform Delay, d1 3.9 4.7 15.8 17.4 Incremental Delay, d2 0.1 ; 0.3 0.2 9.6 Level of Service A A B C Approach LOS A A B C HCM Average Control Delay 8.8 HCM Level of Service A Actuated Cycle Length (s) 44.5 Sum of lost time(s) 9.0 c Critical Lane Group G:\P2004\0729\A10Wnalysis\2005-AMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 3 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday AM Background Volumes South Windsor Lane Configurations ' _ F INOR- `� �' 0% -2% 2% Grade (/o) Storage Lanes 1 0 1 1 1 0 1 0 Leading Detector(ft) 28 290 28 300 50 20 20 20 20 ME ; - Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.956 0.850 0.993 0.994 Satd. Flow(prot) 1656 3166 0 1703 1792 1524 1704 3384 0 1718 3416 0 Satd. Flow(perm) 474 3166 0 998 1792 1524 194 3384 0 736 3416 0 t. Satd. Flow(RTOR) 229 4 3 Link Speed (mph) 30 40 40 40 Travel Time(s) 4.5 9.0 41.2 10.1 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow(vph) 120 171 71 86 365 229 50 401 19 184 1234 51 Turn Type pm+pt pm+pt Perm pm+pt pm+pt Permitted Phases 6 2 2 4 8 t� - Minimum Initial (s) 5.0 15.0 5.0 15.0 15.0 5.0 10.0 5.0 10.0 tal Split(s) _ 23.5 39.8 0.0 235 39.8 39.8 1"8.5 40.7 0.0 18.5 40.7 0.0 Maximum Green (s) 20.0 35.0 20.0 35.0 35.0 15.0 35.0 15.0 35.0 111110',All-Red Time(s) 0.5 0.9 0.5 0.9 0.9 0.5 1.8 0.5 1.8 Lead-Lag Optimize? Recall Mode None Min None Min Min None None None None 90th %ile Term Code Gap Hold Gap Max Max Gap Hold Max Max 70th %ile Term Code Gap Hold Gap Gap Gap Gap Hold Gap Max 50th%ile Term Code Gap Hold Gap Gap Gap Gap Hold Gap Max 30th %ile Term Code Gap Hold Gap Gap Gap Skip Hold Gap Max G:\P2004\0729\A10\Analysis\2005-AMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 4 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday AM Background Volumes + South Windsor 10th %ile Term Code Skip Min Skip Min Min Skip Hold Min Max Queue Length 95th (ft) 75 86 57 289 44 39 164 117 #626 50th Up Block Time (%) , c ? -4 Turn Bay Length (ft) 275 260 350 185 330 95th Bay Block Time % 12% 43% Cycle Length: 122.5 Natural Cycle: 80 _ 90th %ile Actuated Cycle: 107.2 =AMii 50th %ile Actuated Cycle: 89 10th %ile Actuated Cycle: 60.5 Queue shown is maximum after two cycles. Splits and Phases: 9: Oakland Rd. &Sullivan Rd. 01 o2 o3 o4 05 06 07 08 G:\P2004\0729\A10\Analysis\2005-AMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 5 FUSSONMANC-FF51 les •�; ® ! � �#� ®@®g�.� °t��_ °Ilex °tt ��� °t9�> °tt _°tl °tt ° ��tt� °4� � ®�'`#° -- • 11 1 •�},�yy_ 11 _ 11 11 tt � • t1 - 1 mail • - -• 1 ' 11 1 • 11 1/ 1 • 11 1 • 11 8EMU -KWNf �i, i¢;+ °°�- - -• 1 • 11 1 •1 11 1/ 1 11 1 � 11 • • 1 • El • ll • : 1• � • • •qq 1 :}• is • m par, •� •r •r �.r r r •r _ - [� -• • • 1 1 • 1 1 7 1 1 1 • 1 1 • 1 1 1 1 1 fe • • / 1� 1 1: 1 1 1 1 1 1 1 1 1• 1 : •• - • • 11 11 11 1/ � 11 11 � 11 11 11 � � .�� �g}f• ��,, �t -��.�i�r'` '- •fix-"a �iP;% ,fit`f �` � �*� ,� i [ - `� _ � • • .•. • 1 .•. •,. • - 11� 1 • � 1 � 11 � • • -•• S 4 c r ,Fuss&'O'Neil;Inc _ k ��' ' F;.,' , , S 2; S µ _ ` - i 6 7 ^ - Wit~ jre - - " cr P. - 1 `: - -� L _ •� 3:3 1 5 i 01 ` MB1NEl Nfll```, = } r z if KDA� AM P E�t�4 I-�C�l}1f� t Y j_> t j { \ h Y t y� F Ji , c .`fit `�� > j I I s 'L a t ,t r F } � a _ I F I "'r" Y rH t h S 4 4 ; - t '�� F Sl F st 4 } }, s - •{} - k _ ' .t - Z mil_ '�, L ' ' } it _ j f Y I�` F - r {y`- S r — x e- - _ _ e Z `� s i 1 -1 { w .�I — v1 '> 1{ 4i --�. e l I I 1 YC 7- ) — S .d fY ` 0. > •,l f 5 ` i 3 a s {'' I ;f' 1 {s > f _ e _ 6 .I y t -�1 3 _ i3 ,� - . l it ( A - -j � ,.t 1 T r'f f f I y. y� Y . .v.} L ! _ i X' yr l Y 4 T, - \ i S 4 l 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday AM Combined Volumes South Windsor - *- 4N t �* 1 I'll IMM Lane Configurations ' Lane Width (ft) 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Trailing Detector(ft) 161 161 177 177 _ -6 -6 -6 -6 Lan Util. Factor 4 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fit Protected 0.998 0.998 0.991 0.981 Flt Permitted 0.974 0.985 0.945 0.866 Right Turn on Red Yes Yes Yes Yes Headway Factor 0.85 0.85 0.85 0.84 0.84 0.84 1.09 1.09 1.09 0.96 0.96 0.96 Link Distance(ft) 607 637 445 1184 Volume (vph) 12 301 0 17 522 15 10 6 41 67 9 102 Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 12% ~12% 12% 2% 2% 2% IS Lane Group Flow(vph) 0 372 0 0 659 0 0 68 0 0 212 0 Protected Phases 2 - 6 4 8 DetectorfPhases 2 2 6 6 4 4 8 8 Minimum Split(s) 25.0 25.0 25.0 25.0 11.0 11.0 11.0 11.0 Total Split(%) 65% 65% 0% 65% 65% 0% 35% 35% 0% 35% 35% 0% -- Yellow Time(s) Lead/Lag Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.5 1.5 1.5 1.5 ME 90th %ile Green (s) 30.3 30.3 30.3 30.3 13.7 13.7 13.7 13.7 somommmmommoomm 70th%ile Green(s) 20.0 20.0 20.0 20.0 8.9 8.9 8.9 8.9 50th %ile Green(s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 30th %ile Green(s) 20.0 20.0 20.0 20.0 7.0 7.0 7.0 7.0 10th%ile Green(s) 58.5 58.5 58.5 58.5 0.0 0.0 0.0 0.0 G:\P2004\0729\A10\Analysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 1 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday AM Combined Volumes * South Windsor Eli — MullINK Queue Length 50th (ft) 32 69 'y � ; Internal Link Dist(ft) 527 557 365 1104 95th Up Block Time(%) 50th Bay Block Time% Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:45.3 Control Type:Actuated-Uncoordinated c 70th %pile Actuated Cycle:37.9 30th %ile Actuated Cycle:36 Splits and Phases: 6: Oakland Rd. &Felt Rd. ► o2 o4 o6 08 G:\P2004\0729\A10\Analysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 2 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday AM Combined Volumes South Windsor * Lane Configurations , , TO Lane Width 16 16 16 16 16 16 10 10 10 13 13 13 dy Total Lost time(s) 5.0 5.0 4.0 4.0 Frt 1.00 1.00 0.90 ry0.92 54 - p Satd. Flow(prot) 1990 1993 =_ 1417 1744 Satd. Flow(perm) 1943 1968 1349 1505 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84- 0.84 0.84 Lane Group Flow(vph) 0 372 0 0 659 0 0 68 0 0 212 0 Turn Type Perm Perm Perm 11 Perm Permitted Phases 2 6 4 8 Effective Green,g (s) 28.4 28.4 e 8.0 8.0 Clearance Time(s) 5.0 5.0 ,., 4.0 4.0 Lane Grp Cap (vph) 1215 1231 238 265 v/s Ratio Perm 0.19 c0.33 0.05 c0.14 Uniform Delay, d1 3.9 4.8 16.2 17.9 Incremental Delay, d2 0.1 0.5 0.2 14.9 Milli M- Level of Service A A B C Approach LOS A A B C g HCM Average Control Delay 10.0 HCM Level of Service A Actuated Cycle Length (s) 45.4 Sum of lost time(s) 9.0 c Critical'Lane Group G:\P2004\0729\A10\Analysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 3 FUSSONMANC-FF51 8: Oakland Rd. & Site Drive Lanes, Volumes, Timings 2005 Weekday AM Combined Volumes South Windsor Lane Configurations Turning Speed (mph) 9 15 15 9 Frt 0.990 0.850 Satd. Flow(prot) 1844 0 0 1855 1770 1583 Satd. Flow(perm) 1844 0 0 1855 1770 1583 MMM ENFAIIIIII Link Speed (mph) 30 30 30 Travel Time(s) 10.4 13.8 8.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ISO i:liiiii:,i:ii Lane Group Flow(vph) 367--,. 0 0 705 4 7 Ad Control Type: Unsignalized G:\P2004\0729\A10\Analysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 3 FUSSONMANC-FF51 8: Oakland Rd. & Site Drive HCM Unsignalized Intersection Capacity Analysis 2005 Weekday AM Combined Volumes South Windsor Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed(ft/s) Right turn flare(veh) 11 awl _ . Median storage veh) pX,platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol 367 1111 354 tC, 2 stage (s) p0 queue free % 96 98 99 Volume Left 0 52 4 0 cSH 1700 1191 221 690 ll Queue Length (ft) 0 3 2 1 Lane LOS A C B 11-212 Approach LOS B Average Delay 0.9 G:\P2004\0729\A10Wnalysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 4 FUSSONMANC-FF51 s"e ��vye ® •o �� �°I�i � � �'19 Qtl " •t#� •Q#F '-; $9# � •4#� - ®#� �* .®#tY ®#9� � a# EL ��. � � - � - �..-v i o a � ®� - •�-� -= "�-� �.f a .f� �,�' : '.• • �' • : •1 : 11 1 Mal 1 1 1 1 7 ., 1 • . i s 1 1 •• 1 ••I • LOYLVA • • . • 1 1 • 11 1 : • 1 •--• • 1 II II ♦ i - �- • 1 I r1... • • j 1 :• 1 :• 1 :• 1 Y:• 1 :• 1 :• 1 :• 1 :• 1 :• 1/x:y 1 :• 1 :�• • t 1 r • • I 1 1 1 11 1".� _- ygi�g g'} miff 5 5 �� • f � �. i Y`R5� � _ t �€ 1. k �� {€ - NEW �_• _ 1 1 • 1 1 • 1 • 1 : 1 : �,� 't��' ���� j - �3.x. ��^� ,: g� �-,#� _ 2�.G. •- ��,� -= J'sl��- 4 r 'J�v3�S �i�v,£_�� _ _ 1 - - ••- .• • • F.• .• .• • • • .• 11♦ 1 • 1 11 ♦ • • -•• • of I •- 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday AM Combined Volumes South Windsor 10th %ile Term Code Skip Min Skip Min Min Skip Hold Min Max MA ji Queue Length 95th(ft) 75 91 57 292 45 39 165 125 #626 50th Up Block Time (%) _ Turn Bay Length (ft) 275 260 350 185 330 95th Bay Block Time% 12% 43%° SEEM Cycle Length: 122.5 Natural Cycle: 80 90th %ile Actuated Cycle: 107.2 11ill Jill Ill 50th %ile Actuated Cycle: 89.3 ' 10th%ile Actuated Cycle: 60.5 Queue shown is maximum after two cycles. Splits and Phases: 9: Oakland Rd. &Sullivan Rd. 01 o2 03 41t 4 05 06 07 08 G:\P2004\0729\A10\Analysis\2005-AMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 2 FUSSONMANC-FF51 • • i a • • -• • . •. �C' � � i"e ti� � ®$$_ 4$ Via$. a _�_@4 `��$$ � �-®$$ ol$ •$$����$$ ` $ �� •$3` �$-`$$ • 11 1 • 11 11 11 11 1 • 11 1 • AV • - -• 1 • 11 1 • 11 11 1 • 1/ 1 • 11 @ aSvl��M- Ilittra • 1 • ` p ♦ • � � � e 1 11 a •: I W7. - • Its 730 1 1 1 1 -� • 1 I 1 1 1 1 1 I / I I I 1 ' •• - • • 11 11 11 11 it 11 11 11 11 ��f �f-i "_ a` ,E -`.`7 �9 - ,f�..'t = �i.�_� ar� .6;•.. 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Lanes, Volumes, Timings 2005 Weekday PM Background Volumes South Windsor Lane Configurations Lane Width (ft) 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 smazzwda"M III Trailing Detector(ft) 161 161 177 177 -6 -6 1 -6 -6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fit Protected 0.994 0.998 0.988 0.976 NEMIN Fit Permitted 0.859 0.951 0.921 0.824 Right Turn on Red Yes Yes Yes Yes Headway Factor 0.85 0.85 0.85 0.84 0.84 0.84 1.09 1.09 ==1;09 0.96 0.96 0.96 Link Distance(ft) 603 637 405 1184 Volume(vph) 102 711 3 25 495 72 22 13 58 50 9 44 Heavy Vehicles(%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 0% 0% 0% Lane Group Flow(vph) 0 868 0 0 643 0 0 130 0 0 122 0 Protected Phases 2 6 4 8 Detector Phases 2 2 6 6 4 4 8 8 Minimum Split(s) 25.0 25.0 25.0 25.0 11.0 11.0 11.0 11.0 Total Split(%) 65% 65% 0% 65% 65% 0% 35% 35% 0% 35% 35% 0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.5 1.5 1.5 1.5 90th %ile Green (s) 40.0 40.0 40.0 40.0 11.3 11.3 11.3 11.3 70th %ile Green (s) 36.9 36.9 36.9 36.9 8.3 8.3 8.3 8.3 50th %ile Green (s) 27.5 27.5 27.5 27.5 7.0 7.0 7.0 7.0 30th %ile Green (s) 20.0 20.0 20.0 20.0 0.0 0.0 0.0 0.0 10th %ile Green (s) 74.6 74.6 74.6 74.6 0.0 0.0 0.0 0.0 G:\P2004\0729\A10\Analysis\2005-PMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 1 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday PM Background Volumes South Windsor Queue Length 50th (ft) 115 Oil 63 11 16 Internal Link Dist(ft) 523 557 325 1104 95th Up Block Time(%) 50th Bay Block Time Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:52.5 Control Type:Actuated-Uncoordinated 70th %ile Actuated Cycle: 54.2 30th %ile Actuated Cycle:25 Splits and Phases: 6: Oakland Rd. & Felt Rd. # . . o21 m4 m6 08 G:\P2004\0729\A10\Analysis\2005-PMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 2 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday PM Background Volumes South Windsor Lane Configurations ' Lane Width 16 16 16 16 16 16 10 10 10 13 13 13 Moll Total Lost time(s) 5.0 5.0 4.0 4.0 Frt 1.00 0.98 0.92 0.94 111 Satd. Flow(prot) 2118 2124 1589 1807 Satd. Flow(perm) 1833 2033 1466 1469 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.72 0.72 0.72 0.85 0.85 0.85 Lane Group Flow(vph) 0 868 0 0 643 0 0 130 0 0 122 0 Turn Type Perm -Perm Perm Perm Permitted Phases 2 6 4 8 Effective Green, g (s) 39.0 39.0 5.3 5.3 Clearance Time(s) 5.0 5.0 4.0 4.0 Lane Grp Cap(vph) 1341 1488 146 146 v/s Ratio Perm c0.47 0.32 c0.09 0.08 Uniform Delay, d1 3.6 2.8 23.7 23.6 Incremental Delay,d2 1.1 0.2 42.9 30.7 Level of Service A A E D E D Approach LOS A A HCM Average Control Delay 12.1 HCM Level of Service B 11 Actuated Cycle Length(s) 53.3 Sum of lost time(s) 9•0 c Critical Lane Group G:\P2004\0729\A10\Analysis\2005-PMBG.sy6 Synchro 5 Report Page 3 GMH 9/23/2004 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday PM Background Volumes South Windsor Lane Configurations +'T Grade(%) 0% 0% -2% 2% Storage Lanes 1 0 1 1 1 0 1 0 Leading Detector(ft) 28 290 28 300 50 20 20 20 20 Turning Speed(mph) 15 9 15 9 15 9 15 9 Frt 0.972 0.850 0.987 Satd. Flow(prot) 1770 3440 0 1719 1810 1538 1753 3460 0 1718 3436 0 Satd. Flow(perm) 794 3440 0 376 1810 1538 236 3460 0 195 3436 0 Satd. Flow(RTOR) 261 8 Link Speed (mph) 30 40 40 40 Travel Time(s) 4.5 9.0 41.2 10.1 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 557 544 127 102 257 305 87 1267 123 297 832 2 Turn Type pm+pt pm+pt Perm pm+pt pm+pt Permitted Phases 6 2 2 4 8 Minimum Initial (s) 5.0 15.0 5.0 15.0 15.0 5.0 10.0 5.0 10.0 ME Total Split(s) 23.5 39.8 0.0 23.5 39.8 39.8 18.5 40.7 0.0 18.5 40.7 0.0 Maximum Green (s) 20.0 35.0 20.0 35.0 35.0 15.0 35.0 15.0 35.0 All-Red Time(s) 0.5 0.9 0.5 0.9 0.9 0.5 1.8 0.5 1.8 Lead-Lag Optimize? 21 Recall Mode None Min None Min Min None None None None 90th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 70th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 50th%ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 30th%ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold G:\P2004\0729\A10\Analysis\2005-PMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 4 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday PM Background Volumes South Windsor 10th %ile Term Code Max Hold Skip Min Min Skip Max Max Hold Queue Length 95th (ft) #566 264 73 240 90 66 #861 #370 360 50th Up Block Time(%) 41% 31% Turn Bay Length (ft) 275 260 350 185 330 95th Bay Block Time% 301/16 63% 17% 7% Cycle Length: 122.5 i MI Natural Cycle: 100 90th %ile Actuated Cycle: 118 50th %ile Actuated Cycle: 106.6 10th %ile Actuated Cycle: 102.5 Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. Splits and Phases: 9:Oakland Rd. &Sullivan Rd. 01 it 02 03 04 05 06 07 08 G:\P2004\0729\A10\Analysis\2005-PMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 5 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday PM Background Volumes South Windsor Lane Configurations Grade (%) 0% 0% -2% 2% Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 M""EMM"Eff 0.38 1.00 1.00 0.28 1.00 0.10 1.00 Volume (vph) 479 468 109 88 221 262 79 1153 112 270 757 2 Adj. Flow(vph) 557 544 127 102 257 305 87 1267 123 297 832 2 Heavy Vehicles(%) 2% 2% 2% 5% 50% 5% 4% 4% 4% 4% 4% 4% Protected Phases 1 6 5 2 7 4 3 8 Actuated Green, G (s) 44.9 34.5 28.2 21.3 21.3 41.9 35.9 54.4 44.9 Actuated g/C Ratio 0.42 0.32 0.27 0.20 0.20 0.40 0.34 0.52 0.42 Vehicle Extension (s) 1.5 5.0 1.5 5.0 5.0 1.5 2.0 1.5 2.0 v/s Ratio Prot c0.23 0.20 0.03 0.14 0.02 c0.40 c0.13 0.24 v/c Ratio 1.25 0.61 0.41 0.70 0.98 0.32 1.20 0.99 0.58 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay(s) 157.7 32.7 31.6 48.2 89.5 21.2 134.7 81.4 25.0 Approach Delay(s) 89.4 64.6 128.0 39.8 HCM Volume to Capacity ratio 1.18 ° U Level of Service G n Capacity IC Intersection p ty Utilization 113.8/o IN G:\P2004\0729W101Analysis\2005-PMBG.sy6 Synchro 5 Report GMH 9/23/2004 Page 6 FUSSONMANC-FF51 � 1 / x t • ( 1 L 5 x F t � s x SC t i � r 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday PM Combined Volumes + South Windsor Lane Configurations Lane Width (ft) 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 Trailing Detector(ft) 161 161 177 177 -6 -6 -6 -6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fit Protected 0.994 0.998 0.988 0.977 Fit Permitted 0.855 0.948 0.921 0.825 Right Turn on Red Yes Yes Yes Yes Headway Factor 0.85 0.85 0.85 0.84 0.84 0.84 1.09 1.09 1.09 0.96 0.96 0.96 Link Distance(ft) 603 637 405 1184 Volume(vph) 109 765 3 25 503 72 22 13 58 50 9 45 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 0% 0% 0% Lane Group Flow(vph) 0 933 0 0 652 0 0 130 0 0 123 0 Protected Phases 2 6 4 8 Detector Phases 2 2 6 6 4 4 8 8 Minimum Split(s) 25.0 25.0 25.0 25.0 11.0 11.0 11.0 11.0 Total Split(%) 65% 65% 0% 65% 65% 0% 35% 35% 0% 35% 35% 0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.5 1.5 1.5 1.5 90th %ile Green (s) 40.0 40.0 40.0 40.0 11.3 11.3 11.3 11.3 70th %ile Green (s) 40.0 40.0 40.0 40.0 8.6 8.6 8.6 8.6 50th %ile Green (s) 33.6 33.6 33.6 33.6 7.0 7.0 7.0 7.0 30th %ile Green (s) 24.6 24.6 24.6 24.6 7.0 7.0 7.0 7.0 10th %ile Green (s) 64.7 64.7 64.7 64.7 0.0 0.0 0.0 0.0 G:\P2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 1 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. Lanes, Volumes, Timings 2005 Weekday PM Combined Volumes South Windsor Queue Length 50th (ft) 133 65 13 19 SEEM Internal Link Dist(ft) 523 557 325 1104 95th Up Block Time(%) 50th Bay Block Time % . 1111 Queuing Penalty(veh) Area Type: Other Actuated Cycle Length:55.6 Control Type:Actuated-Uncoordinated 70th %ile Actuated Cycle: 57.6 30th%ile Actuated Cycle:40.6 Splits and Phases: 6: Oakland Rd. &Felt Rd. m2 m4 o6 i v$ G:\P2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 2 FUSSONMANC-FF51 6: Oakland Rd. & Felt Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday PM Combined Volumes * South Windsor -- 1 Lane Configurations Lane Width 16 16 16 16 16 16 10 10 10 13 13 13 Total Lost time(s) 5.0 5.0 4.0 4.0 Frt 1.00 0.98 0.92 0.94 Satd. Flow(prot) 2118 2125 1589 1806 low Satd. Flow(perm) 1824 2026 1461 1463 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.72 0.72 0.72 0.85 0.85 0.85 Lane Group Flow(vph) 0 933 0 0 652 0 0 130 0 0 123 0 Turn Type Perm Perm Perm Perm Permitted Phases 2 6 4 8 Effective Green, g (s) 39.7 39.7 7.2 7.2 Clearance Time(s) 5.0 5.0 4.0 4.0 OEM Lane Grp Cap (vph) 1295 1439 188 188 v/s Ratio Perm c0.51 0.32 c0.09 0.08 Uniform Delay,d1 4.8 3.5 23.3 23.2 Incremental Delay,d2 2.0 0.2 8.5 6.1 Level of Service A A C C Approach LOS A A C C HCM Average Control Delay 9.0 HCM Level of Service A Actuated Cycle Length(s) 55.9 Sum of lost time(s) 9.0 c Critical Lane Group G:\P2004\0729\A10\Analysis\2005- PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 3 FUSSONMANC-FF51 8: Oakland Rd. & Site Drive Lanes, Volumes, Timings 2005 Weekday PM Combined Volumes South Windsor Lane Configurations ` Turning Speed (mph) 9 15 15 9 Frt 0.998 0.850 Satd. Flow(prot) 1859 0 0 1861 1770 1583 Satd. Flow(perm) 1859 0 0 1861 1770 1583 Link Speed (mph) 30 30 30 Travel Time(s) 11.3 13.7 9.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow(vph) 904 - 0 0 631 41 66 Control Type: Unsignalized GAP2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 4 FUSSONMANC-FF51 8: Oakland Rd. & Site Drive HCM Unsignalized Intersection Capacity Analysis 2005 Weekday PM Combined Volumes South Windsor �-- Lane Configurations T+ Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare(veh) Median storage veh) pX, platoon unblocked vC1,stage 1 conf vol vCu, unblocked vol 904 1539 898 tC, 2 stage(s) p0 queue free% 99 67 80 Volume Left 0 10 41 0 cSH 1700 752 126 338 Queue Length (ft) 0 1 33 18 Lane LOS A E C Approach LOS D Average Delay 2.1 51 G:\P2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 5 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday PM Combined Volumes South Windsor - '- t 1 Lane Configurations t fla 1 0 Grade(%) 0% 0% -2% 2% Storage Lanes 1 0 1 1 1 0 1 0 Leading Detector(ft) 28 290 28 300 50 20 20 20 20 Turning Speed (mph) 15 9 15 9 15 9 15 9 Frt 0.972 0.850 0.987 Satd. Flow(prot) 1770 3440 0 1719 1810 1538 1753 3460 0 1718 3436 0 Satd. Flow(perm) 747 3440 0 364 1810 1538 236 3460 0 195 3436 0 Satd. Flow(RTOR) 259 8 Link Speed (mph) 30 40 40 40 Travel Time (s) 4.5 9.0 41.2 10.1 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 557 555 127 108 274 326 87 1267 124 298 832 2 Turn Type pm+pt pm+pt Perm pm+pt pm+pt Permitted Phases 6 2 2 4 8 Minimum Initial (s) 5.0 15.0 5.0 15.0 15.0 5.0 10.0 5.0 10.0 Total Split(s) 23.5 39.8 0.0 23.5 39.8 39.8 18.5 40.7 0.0 18.5 40.7 0.0 Maximum Green (s) 20.0 35.0 20.0 35.0 35.0 15.0 35.0 15.0 35.0 All-Red Time(s) 0.5 0.9 0.5 0.9 0.9 0.5 1.8 0.5 1.8 Lead-Lag Optimize? MONSON Recall Mode None Min None Min Min None None None None 90th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 70th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 50th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold 30th %ile Term Code Max Hold Gap Gap Gap Gap Max Max Hold G:\P2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 6 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. Lanes, Volumes, Timings 2005 Weekday PM Combined Volumes South Windsor 10th %ile Term Code Max Hold Gap Min Min Skip Max Max Hold Queue Length 95th (ft) #579 269 76 255 110 68 #876 #378 368 i WE 50th Up Block Time(%) 39% 31% Turn Bay Length (ft) 275 260 350 185 330 sm 95th Bay Block Time% 30% 1% 4% 63% 19% 8% Cycle Length: 122.5 Natural Cycle: 100 90th %ile Actuated Cycle: 119.5 50th %ile Actuated Cycle: 108.8 10th %ile Actuated Cycle: 102.5 Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. Splits and Phases: 9: Oakland Rd. &Sullivan Rd. 01 1. 02 03 04 it 05 06 07 1 08 G:\P2004\0729\A10\Analysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 7 FUSSONMANC-FF51 9: Oakland Rd. & Sullivan Rd. HCM Signalized Intersection Capacity Analysis 2005 Weekday PM Combined Volumes # South Windsor --* --a. -,* �--- 1 Lane Configurations I +T+ + F +T* Grade (%) 0% 0% -2% 2% Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Fit Permitted 0.25 1.00 0.34 1.00 1.00 0.27 1.00 0.10 1.00 mi Volume(vph) 479 477 109 93 236 280 79 1153 113 271 757 2 Adj. Flow(vph) 557 555 127 108 274 326 87 1267 124 298 832 2 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 4% 4% 4% 4% 4% 4% Protected Phases 1 6 5 2 7 4 3 8 Actuated Green, G (s) 45.5 33.8 30.1 21.9 21.9 42.0 35.9 54.4 44.8 Actuated g/C Ratio 0.42 0.31 0.28 0.21 0.21 0.40 0.33 0.51 0.41 Vehicle Extension (s) 1.5 5.0 1.5 5.0 5.0 1.5 2.0 1.5 2.0 v/s Ratio Prot c0.23 0.20 0.03 0.15 0.02 c0.40 c0.14 0.24 v/c Ratio 1.28 0.63 0.42 0.73 1.03 0.32 1.21 1.00 0.59 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay(s) 168.2 34.1 30.6 49.7 100.9 21.4 138.1 84.8 25.4 Approach Delay(s) 94.4 70.3 131.2 41.1 HCM Volume to Capacity ratio 1.20 Intersection Capacity Utilization 114.8% ICU Level of Service G G:\P2004\0729\A10Wnalysis\2005-PMCOMB.sy6 Synchro 5 Report GMH 9/23/2004 Page 8 FUSSONMANC-FF51 Stormwater Management Plan Wentworth Park South Windsor, Connecticut k r av 1 8 [005 r - Prepared by Design Professionals,Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 99-1280 September 29,2004 Rev. 1/17/05 Table of Contents: Page# Introduction 1 Proposed Development 1 Off-Site Analysis 1 Peak Runoff control 1 Nonstructural Drainage System 1 Riparian Buffers 2 Erosion/Sedimentation Control Systems 2 Storm-water 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 On-Site Storm Sewer Calculations 5 Conclusions 5 Appendices Site Location Map A TR-55 Existing Conditions Entire Site B TR-55 Developed Conditions(Basin 1) C Detention Basin Design(Basin 1) D Hydrograph Routings(Basin 1) E TR-55 Developed Conditions(Basin 3) F Detention Basin Design(Basin 3) G Hydrograph Routings(Basin 3) H TR-55 Developed Conditions(Basin 2) 1 Detention Basin Design(Basin 2) 1 Hydrograph Routings(Basin 2) K Storm Sewer Calculations L Introduction: The site is located on the south side of Oakland Road in South Windsor, Connecticut, and consists of a single parcel of 2.44 Acres. The site is presently undeveloped. Farm Brook is located along the easterly, southerly,and a portion of the westerly side of the site. We understand that as part of a previous permit,Farm Brook was relocated to its present location, and at one time traversed the middle of the site. As part of the relocation of Farm Brook, extensive filling of the site occurred. Appendix A contains a site location map. Proposed Development: The proposed development of the site includes the construction of 4 3-unit buildings to be used for office space. As part of the development, access drives and parking will be constructed. The site will be serviced by public sanitary sewer and water. The site presently drains to Farm Brook, and will continue to do so under developed conditions. The site contains limits of 100 year flood zones, and a zone x which is indicative of areas of shallow flooding for the 100 year storm events,or flooding for the 500 year storm events. Due to the flooding potential of the site, the elevation of the proposed buildings and improvements were designed at an elevation to prevent flooding. The Storm drainage system proposed for the development includes the installation of storm-sewers within the proposed paved areas, and 3 detention basins. Due to the elevation of the flood zone,the intent of the storm drainage and detention basins is to locate all storage volume within the basins to be above the 100 year flood elevation in the area of the discharge. The soils on site presently contain a mix of various types of fill. Due to the overall poor composition of the previous fill, much of the fill in the areas of the buildings and parking will need to be removed and replaced with suitable compacted fill. 3 detention basins are proposed for the site. The detention basins will provide water detention for storm events ranging from the 2-100 year storm events. As part of the drainage design,two Baysaver structures are proposed for water quality. These two structures will be located prior to discharge to the two basins on the western side of the site. Off-Site Analysis: The site presently drains to the Farm Brook that is located along the periphery of the site. With the proposed detention basins,and water quality structures, there is no anticipated impact to the Farm Brook off-site. Peak Runoff Control: With the 3 proposed detention basins,there are no impacts in peak runoff anticipated due to this proposed development. Nonstructural Drainage Systems: The site will contain 3 detention basins. The three detention basins will provide peak runoff mitigation while also providing habitat area. Riparian Buffers: In order to protect the farm brook while also allowing for a economically feasible project, a 10' wide no impact corridor is being set aside adjacent to the wetlands on the side of the proposed development. The 10' wide area will be left in its natural state to provide cover for Farm brook. In addition, all vegetation within the wetlands, and between the wetlands and the property line will be left in its natural condition. 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. Installation of silt fence around catch basins. 4. Use of the detention basins during construction as sediment basins. 5. Seeding and mulching disturbed areas as soon as practical during construction. 6. Limiting the areas of disturbance during construction. 7. Installation of construction entrance pads, and sweeping of roadways as needed. 8. Maintenance of the above measures. Stormwater Runoff Quality: The main water quality measures proposed are the two Baysaver units to be installed. These two structures in concert with the detention basins will provide treatment of the storm runoff from the site. Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to the 3 detention basins. The piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm The detention basins have been designed to handle runoff from up to the 100 year storm event. Discharge at the Natural Location: The site presently discharges to Farm Brook, and will continue to do so under developed conditions. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water System, and Detention Basins. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected annually and cleaned of silt and or debris. The riprap shall be re-shaped and replenished as required. Catch Basins: The catch.Basins within each lot shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Pavement Sweeping: The parking lots within each lot shall be swept at a minimum of twice per year. Once in the spring shortly after the end of the snow season, and once in the fall after the leaves have fallen. Basin Spillway: The stone spillway shall be inspected twice yearly. All large woody growth that may affect the flow of water or the stability of the spillway shall be removed. The spillway shall also be inspected after any flow passes through it. The riprap shall be.re-arranged and added to as required to maintain the design as per the design plans. BaySaver Structures: The Baysaver Structures shall be inspected quarterly for the first year of operation after stabilization of the site to determine the required maintenance schedule. The Baysaver shall be cleaned when the sediment in either manhole reaches a depth of 2'. The maintenance shall be done in accordance with the Baysaver recommendations as contained on the detail sheet. Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of P=20'. The map showing the existing and developed conditions is included in the rear of this report. Floodplain Boundaries: The floodplain boundaries have been shown on the site plan. 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 modeling of the site was accomplished utilizing the Hydroflow Hydrograph computer program. The drainage piping on site was designed using the rational formula. Under existing conditions, the site drains to Farm Brook overland. The TR-55 analysis showing the existing conditions runoff is included in appendix B. The results are summarized below Design Storm Existing Runoff 2 1 10 3 25 4 50 5 100 6 Under Developed conditions, the impervious areas on the site will be collected via the storm drainage system and discharge into 3 detention basins. The basin 1 located to the east of units 4-6 will discharge into the storm drainage system and drain to detention basin#3 located in the southwest corner of the site. Detention basin#2 is located in the northwest corner of the site. Detention basin #1 will collect runoff from the roof leaders for units 4-6, and from a paved area to the northeast of units 4-6. The TR-55 analysis for this area is contained in appendix C. The detention basin design is contained in appendix D. The storm routings are contained in appendix E. The results for basin#1 are summarized below. Design Storm Developed to basin#1 Discharge from basin#1 2 1 0.23 10 1 0.32 25 1 0.34 50 1 0.35 100 2 0.36 Basin#1 will discharge into the storm drainage system that discharges to basin#3. The TR-55 analysis for the drainage areas discharging to detention basin #3 is included in appendix F. The detention basin design for basin #3 is included in appendix G. The hydrograph routings are included in appendix H. As part of the analysis,the hydrograph for the drainage areas to basin #3 were combined with the outflow hydrograph for basin #1. The result was routed through basin #3. The results for basin #3 are summarized below. Design Storm Developed to basin#3 Discharge from basin#3 2 2 0.65 10 4 1.62 25 4 2.34 50 5 2.97 100 6 3.50 Detention basin#2 will collect runoff from paved areas on the northwest side of the site and for units 1-3. The TR-55 analysis for this area is contained in appendix I. The detention basin design is contained in appendix I The storm routings are contained in appendix K. The results for basin 92 are summarized below. Design Storm Developed to basin#2 Discharge from basin#2 2 2 1.01 10 4 1.39 25 4 1.60 50 5 1.84 100 6 2.15 The total discharge from the developed site is the addition of the discharges from detention basins 2 and 3. A summary of the existing peak and developed peak discharges is as follows: Design Storm Exist. peak Developed peak Developed peak Total devel. discharge discharge basin 2 discharge basin 3 discharge 2 1 1.01 0.65 1.66 10 3 1.39 1.62 3.01 25 4 1.60 2.34 3.94 50 5 1.84 2.97 4.81 100 6 2.45 3.50 5.65 As can be seen from the above results, the peak runoff for the two and ten year design storms is slightly above the existing peak discharge. This is due primarily to the rounding of the existing peak discharge to the nearest 1 CFS. The receiving stream for the runoff from the site has a very large drainage area, and the runoff from this site will be negligible overall. On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping within the proposed private roadway are included in appendix L. The storm sewer has been designed for a 10-year design storm utilizing the rational formula. Conclusions: The on-site stormwater system with the associated detention basins, and water quality structures will mitigate any potential water quality and quantity impacts from the development of the site. APPENDIX A AWEST 4,41 FARM74 rat m gRE�ZY N1l.L o �< C4k, r MWV/TALL Rp p,0 3o CC 0 �A ) :. . . 194 * 2 �� pEERFr�` � 4 ✓U�GF CqN ��R �R/ L/APARY GEAfE �NC {yj e 3 p� COMMUNITY RIDGEFIELDwOOD OR/ ELLINGTON R AD 30 ROAD D ;u o q Tq/Rq e R <D o & s Rr wU.S. OST OFFICE O,pr'yMFR N BLU AN RY 9�Zi 9 y kRq fySkr y kIN� C� ,— — H oFtijj o BOYSENBE y BA BE NG sT Y LANE MOyFGq T �NRB� HOL LANERR LA RR Nf qrC DRM�NG GRANDVIEW TERR CE BROW SITE �Oqo JW 30 SENIOR HOU NG W o rn oX s�F�T lk WATSON IRCLE (Pvt) O �0 2kr 30o v LOOM/S RO a w Q� v .'.'.. . . . . . .A s N DESIGN PROFESSIONALS, INC. LOCATION PLAN SCALE: 1"=1,000' APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS-9-28-04 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix poor - 2 .05 (67) - - Total Area (by Hydrologic Soil Group) 2 .05 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 2 .05 Acres WEIGHTED CURVE NUMBER: 67* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method 0 E - E_ E = I TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS-9-28-04 ---------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ---------------------------------------------------------------------------- Sheet 3 .2 100 .017 J 0 .155 Shallow Concent'd 240 .02 U 0 .029 Time of Concentration = 0 .18* Sheet Flow Surface Codes - A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % 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 GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS-9-28-04 Data: Drainage Area 2 .05 * Acres Runoff Curve Number 67 * Time of Concentration: 0 .18 * 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 .31 0 .21 0 .18 0 .16 0 .14 Runoff (in) 0 .69 1.60 2 .16 2 .68 3 .23 Unit Peak Discharge 0 .778 0 .844 0 .862 0 .874 0 .883 (cfs/acre/in) - Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 1 3 1 4 5 6 * - Value(s) provided from TR-55 system routines APPENDIX C TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 1 ------------------------------------------------------------------------------- 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 .01 a 0 .020 Open Channel 25 2 0 . 003 Time of Concentration = 0 .02* --- 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 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 1 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 750 - 0 .08 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 0 .19 (98) - - Total Area (by Hydrologic Soil Group) .27 -------------------------------------------------------7----------------------- TOTAL DRAINAGE AREA: .27 Acres WEIGHTED CURVE NUMBER: 87* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 1 Data: Drainage Area .27 * Acres Runoff Curve Number 87 * Time of Concentration: 0.02 * 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 .09 0 .06 0 .05 0.05 0.04 Used 0 .10 0 .10 0 .10 0.10 0 .10 Runoff (in) 1.91 3 .29 4 .04 4 .71 5 .38 Unit Peak Discharge 1 .134 1.134 1.134 1.134 1.134 (cfs/acre/in) Pond and Swamp Factor 1 .00 1.00 1.00 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 1 1 1 1 2 ----------------------------------------------------------- ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX D Reservoir Report Page 1 Reservoir No. 1 - rear building Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(staft) Incr.Storage(cult) Total storage(cult) 0.00 122.00 00 0 0 2.00 124.00 720 720 720 4.00 126.00 1,908 2,628 3,348 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [g] [C] [D] Rise in = 4.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 4.0 0.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 122.40 0.00 0.00 0.00 Weir Type = - - - - Length ft = 20.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope% = 0.50 0.00 0.00 0.00 N Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = n/a No No No Exfiitration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cis cfs cfs cfs cfs cis cfs cfs cfs cfs 0.00 0 122.00 0.00 - - - - - - - - 0.00 2.00 720 124.00 0.40 - - - - -- - - - 0.40 4.00 3,348 126.00 0.63 - - - - - - - - 0.63 APPENDIX E Hydrograph Report pap, Hydraflow Hydrographs by Intelisolue Hyd. No. 2 Basin 1 Hydrograph type = Reservoir Peak discharge = 0.23 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = rear building Max. Elevation = 123.30 ft Max. Storage = 467 cuft Storage Indication method used. Outflow hydrograph volume=1,687 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs eft cfs cfs cfs cfs cfs cfs 11.70 0.11 122.45 0.05 - - - - - - - - 0.05 11.73 0.12 122.47 0.06 - - - - - - - -- 0•06 11.77 0.14 122.50 0.07 - - - - - - - -- 0.07 11.80 0.16 122.52 0.09 - - -- - - - - - 0.09 11.83 0.18 122.54 0.10 --- - -- - - ---- - - 0.10 11.87 0.19 122.57 0.11 -- - - - - - - - 0.11 11.90 0.21 122.60 0.13 - - - ---- - - - - 0.13 11.93 0.25 122.63 0.13 - - - - - - - - 0.13 11.97 0.31 122.68 0.14 ---- - - --- - - - - 0.14 12.00 0.43 122.75 0.15 - - - - - ----- -- - 0.15 12.03 0.54 122.86 0.17 - - - ----- - - - -- 0.17 12.07 0.59<< 122.99 0.19 - - -- - - - -- --- 0.19 12.10 0.53 123.11 0.21 - - - - - - -- - 0.21 12.13 0.43 123.20 0.22 - - - - - - - - 0•22 12.17 0.33 123.25 0.23 - - - - - -- - - 0.23 12.20 0.28 123.28 0.23 - - - - - - ---- - 0.23 12.23 0.26 123.29 0.23 - -- - - - - - - 0.23 12.27 0.24 123.30<< 0.23 - - - - -- - - -- 0.23<< 12.30 0.22 123.30 0.23 - - - -- - - - - 0.23 12.33 0.21 123.29 0.23 - - - - - - - - 0.23 12.37 0.19 123.28 0.23 -- - - ----- - - -- - 0.23 12.40 0.17 123.26 0.23 -- - - - - - - - 0.23 12.43 0.15 123.24 0.23 - -- - - - - - - 0.23 12.47 0.13 123.21 0.22 - - - - - - - ---- 0.22 12.50 0.11 123.18 0.22 - - - - - - - - 0.22 12.53 0.10 123.14 0.21 - - - - - - - --- 0.21 12.57 0.08 123.10 0.21 - - - - - - - - 0.21 12.60 0.08 123.06 0.20 - - - - - - ----- 0.20 12.63 0.07 123.02 0.20 - - - ----- - - - - 0.20 12.67 0.07 122.98 0.19 - - - - - -- - ----- 0.19 12.70 0.07 122.94 0.18 - - - - - - - - 0.18 12.73 0.07 122.91 0.18 - - - - - - - - 0.18 12.77 0.07 122.87 0.17 - - - - - - - - 0.17 12.80 0.06 122.84 0.16 - - - --- - - -- - 0.16 12.83 0.06 122.81 0.16 - - - - - - - - 0.16 12.87 0.06 122.77 0.15 - - - - - ----- - - 0.15 12.90 0.06 122.74 0.15 - - - - - - - - 0.15 12.93 0.06 122.71 0.15 - - - - - - - - 0.15 Continues on next page... Basin 1 Page 2 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) cfs ft cfs cfs eft cfs cfs cfs cfs eft cfs cfs 12.97 0.06 122.69 0.14 - - - - - ---- - - 0.14 13.00 0.05 122.66 0.14 - - ---- - - - - - 0.14 13.03 0.05 122.63 0.13 - - - - - - - - 0.13 13.07 0.05 122.60 0.13 - - - - - - - - 0.13 13.10 0.05 122.58 0.12 - - ---- - - - - - 0.12 13.13 0.05 122.56 0.11 - - - - - - - - 0.11 13.17 0.05 122.54 0.10 - - - - - - - - 0.10 13.20 0.05 122.52 0.09 - -- ---- - - - - - 0.09 13.23 0.05 122.51 0.08 - - ---- - - - - - 0.08 13.27 0.05 122.50 0.08 - - - - - - - - 0.08 13.30 0.05 122.49 0.07 - - - - - - - - 0.07 13.33 0.05 122.48 0.07 -- - - - - - - - 0.07 13.37 0.04 122.48 0.06 - - - - - --- -- 0.06 13.40 0.04 122.47 0.06 - - - - -_ - ----- - 0.06 13.43 0.04 122.47 0.06 - - - - - - - - 0.06 13.47 0.04 122.46 0.06 - - - - - - - - 0.06 13.50 0.04 122.46 0.05 - - - - - - - - 0.05 13.53 0.04 122.45 0.05 - --- - - - - -- - 0.05 13.57 0.04 122.45 0.05 - -- - - -_- -- -- -- 0.05 13.60 0.04 122.45 0.05 - -- -- - - - - --- 0.05 13.63 0.04 122.44 0.05 ---- - ---_- -- - - - -- 0.05 ...End Hydrograph Report page, Hydraflow Hydrographs by IntelisohMe Hyd. No. 2 Basin 1 Hydrograph type = Reservoir Peak discharge = 0.32 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = rear building Max. Elevation = 124.08 ft Max. Storage = 823 cuft Storage Indication method used. Outflow hydrogWh volume=2,947 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EXHI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.37 0.08 122.48 0.06 - - - - - - - - 0.06 11.40 0.08 122.48 0.07 - - - - - - - - 0.07 11.43 0.08 122.49 0.07 - - - -- - - - - 0.07 11.47 0.09 122.49 0.07 - - -- - - - - -- 0.07 11.50 0.09 122.50 0.07 - - - - - - - - 0.07 11.53 0.09 122.50 0.08 - - - - - - -- - 0.08 11.57 0.11 122.51 0.08 - - - - - - - - 0.08 11.60 0.13 122.52 0.09 - - - - - -- - - 0.09 11.63 0.15 122.54 0.09 - -- - - - - - - 0.09 11.67 0.18 122.56 0.11 - - - ----- ----- -- - -- 0.11 11.70 0.20 122.58 0.12 - -- -- -- --- - - - 0.12 11.73 0.23 122.61 0.13 - -- -- -- - - - ---- 0.13 11.77 0.26 122.65 0.14 - - - ---- - - - -- 0.14 11.80 0.29 122.69 0.14 - - - - ----- - - - 0.14 11.83 0.32 122.75 0.15 - - - - ---- - - - 0.15 11.87 0.35 122.81 0.16 - ---- - - - - - - 0.16 11.90 0.38 122.87 0.17 - - - -- -- - - - 0.17 11.93 0.43 122.95 0.18 - - - ---- - - - - 0.18 11.97 0.55 123.05 0.20 - - - - - - - - 0.20 12.00 0.74 123.19 0.22 - - ----- - - - - - 0.22 12.03 0.93 123.39 0.25 - - - ----- - - -- - 0.25 12.07 0.99<< 123.62 0.27 - - -- - - - -- - 0.27 12.10 0.89 123.84 0.30 - - - - - - - -- 0.30 12.13 0.71 124.00 0.31 - - - - - ----- - --- 0.31 12.17 0.55 124.03 0.31 - - - - - - - - 0.31 12.20 0.47 124.05 0.32 - - - - - - -- - 0.32 12.23 0.42 124.06 0.32 - - - - - - - - 0.32 12.27 0.39 124.07 0.32 - - -- - - - -- 0.32 12.30 0.37 124.07 0.32 - - - - - - - ---- 0.32 12.33 0.34 124.08 0.32 - ----- - - - - - - 0.32 12.37 0.31 124.08<< 0.32 - - - - - - - - 0.32<< 12.40 0.28 124.08 0.32 - - - - - - - ---- 0.32 12.43 0.25 124.07 0.32 - - - - - - - - 0.32 12.47 0.21 124.06 0.32 - - ---- - - - - ----- 0.32 12.50 0.18 124.05 0.32 - - -- - - - - 0.32 12.53 0.16 124.04 0.31 - ---- - - - - - - 0.31 12.57 0.14 124.02 0.31 - - - --- - - - - 0.31 12.60 0.13 124.01 0.31 - - - - - - - - 0.31 Continues on next page... Basin 1 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.63 0.12 123.96 0.31 - - - - -- - - -- 0.31 12.67 0.12 123.90 0.30 - - - - - - - - 0.30 12.70 0.11 123.84 0.30 - - - - - - - - 0.30 12.73 0.11 123.78 0.29 - - - - - - - - 0.29 12.77 0.11 123.72 0.28 - - - - - - - - 0.28 12.80 0.10 123.66 0.28 - - - - - - - - 0.28 12.83 0.10 123.60 0.27 - - - - - - - - 0.27 12.87 0.10 123.55 0.26 - - - - - - - - 0.26 12.90 0.09 123.49 0.26 - - - ---- - - - ---- 0.26 12.93 0.09 123.44 0.25 - - - - - - - - 0.25 12.97 0.09 123.39 0.25 - - - - - - - - 0.25 13.00 0.08 123.33 0.24 - - - - - - - - 0.24 13.03 0.08 123.28 0.23 - - - - - - -- 0.23 13.07 0.08 123.23 0.23 - - - - -- - - ----- 0.23 13.10 0.08 123.19 0.22 - -- - -_ - - - - 0.22 13.13 0.08 123.14 0.21 - -- - - - - -_ - 0.21 13.17 0.08 123.10 0.21 - - - - - - - - 0.21 13.20 0.08 123.05 0.20 - - - - _- - ----- - 0.20 13.23 0.07 123.01 0.19 - - - --- - - - -- 0.19 13.27 0.07 122.97 0.19 - - - - --- --- - - 0.19 13.30 0.07 122.94 0.18 - - - - - -- - - 0.18 13.33 0.07 122.90 0.18 - - - - - - - - 0.18 13.37 0.07 122.87 0.17 - - - - -- - - - 0.17 13.40 0.07 122.84 0.16 --- -- - -- - -- - _- 0.16 13.43 0.07 122.81 0.16 ----- -- - ----- -- - - - 0.16 13.47 0.07 122.78 0.15 - - - - -- - - - 0.15 13.50 0.07 122.75 0.15 - - - ---- -- - - -- 0.15 13.53 0.07 122.72 0.15 - - - - - -- - - 0.15 13.57 0.07 122.70 0.14 - - - - - - - - 0.14 13.60 0.07 122.67 0.14 - ---- - - - --- - - 0.14 13.63 0.06 122.65 0.13 - -- - - - - -_- 0.13 13.67 0.06 122.62 0.13 - - - - -- - - - 0.13 13.70 0.06 122.60 0.13 - - - - - - - - 0.13 13.73 0.06 122.58 0.12 - - - - - - - -- 0.12 13.77 0.06 122.56 0.11 - - - - - - - - 0.11 13.80 0.06 122.55 0.10 - -- - - -- - - - 0.10 13.83 0.06 122.54 0.09 - - - - - - - -- 0.09 13.87 0.06 122.53 0.09 - - - - - - - - 0.09 13.90 0.06 122.52 0.08 - - - - - - - - 0.08 13.93 0.06 122.51 0.08 - - - - - - - - 0.08 13.97 0.06 122.50 0.08 - - - - -- - - - 0.08 14.00 0.06 122.49 0.07 - - -_ - - - - - 0.07 14.03 0.05 122.49 0.07 - - --- - - - - --- 0.07 14.07 0.05 122.48 0.07 - - - ---- - ----- - - 0.07 14.10 0.05 122.48 0.07 - - - - - - -- - 0.07 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisdve Hyd. No. 2 Basin 1 Hydrograph type = Reservoir Peak discharge = 0.34 cfs Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = rear building Max. Elevation = 124.26 ft Max. Storage = 1,059 cuft Storage Indication method used. outflaw hydrograph volume=3,640 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs as cfs 11.20 0.08 122.49 0.07 - - - - - - - - 0.07 11.23 0.08 122.49 0.07 - - -- _- - _-_- ____ - 0.07 11.27 0.09 122.49 0.07 - - ----- - - - -- -- 0.07 11.30 0.09 122.50 0.08 - - - --- - - - - 0.08 11.33 0.10 122.51 0.08 - - - - - - - - 0.08 11.37 0.10 122.51 0.08 ---- - -- --- - ---- - --- 0.08 11.40 0.10 122.52 0.08 - - - - ----- - - - 0.08 11.43 0.11 122.52 0.09 - - - - - - - - 0.09 11.47 0.11 122.53 0.09 - - - -- - - - --- 0.09 11.50 0.11 122.54 0.09 - - ---- - - - - --- 0.09 11.53 0.12 122.54 0.10 -- -- ----- -- -- - - -_- 0.10 11.57 0.13 122.55 0.10 - - - - ---- - - -- 0.10 11.60 0.16 122.56 0.11 - - - - - - - - 0.11 11.63 0.19 122.58 0.12 - - - - - - - - 0.12 11.67 0.22 122.61 0.13 - -- ----- - -- - - - 0.13 11.70 0.25 122.65 0.13 -- - - - - - - ---- 0.13 11.73 0.29 122.69 0.14 - -- - -- - - - ---- 0.14 11.77 0.32 122.74 0.15 - - - - - - -- - 0.15 11.80 0.36 122.80 0.16 - - - - - - - ----- 0.16 11.83 0.39 122.88 0.17 - - - - - - - - 0.17 11.87 0.43 122.95 0.18 - - - - -- - - - 0.18 11.90 0.47 123.04 0.20 - - - - - - - - 0.20 11.93 0.53 123.14 0.21 - - - -- - -- ----- -- 0.21 11.97 0.67 123.27 0.23 - - - - - ----- - - 0.23 12.00 0.90 123.45 0.25 - - - - - - - - 0.25 12.03 1.13 123.70 0.28 -- - - - - - - - 0.28 12.07 1.21 << 123.99 0.31 - - - - - - - ---- 0.31 12.10 1.08 124.07 0.32 - - - - - - - - 0.32 12.13 0.86 124.13 0.32 - - - - - - - - 0.32 12.17 0.67 124.17 0.33 - - - --- - - - - 0.33 12.20 0.56 124.20 0.33 - - - - ---- - - ---- 0.33 12.23 0.51 124.22 0.33 - - - - ---- - - - 0.33 12.27 0.48 124.23 0.33 - - - - - - - - 0.33 12.30 0.44 124.24 0.33 - - - - - - - - 0.33 12.33 0.40 124.25 0.33 - - ---- - - ---- - 0.33 12.37 0.37 124.26 0.34 - - - - - - - - 0•34 12.40 0.33 124.26 << 0.34 - - - - - - - - 0.34<< 12.43 0.29 124.26 0.33 - - - - -- - - - 0.33 Continues on next page... Basin 1 Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cis ft cis eft cfs cfs cis cfs cfs cfs cfs cfs 12.47 0.26 124.25 0.33 - ---- - - - - - - 0.33 12.50 0.22 124.24 0.33 - =-- - - - - - - 0.33 12.53 0.19 124.23 0.33 - - - - - - - - 0.33 12.57 0.16 124.22 0.33 - - - - - - - - 0.33 12.60 0.15 124.20 0.33 - - - - - - - - 0.33 12.63 0.14 124.18 0.33 - - - - - -- - - 0.33 12.67 0.14 124.17 0.33 - - - - - - - - 0.33 12.70 0.14 124.15 0.33 - - - - - - - ----- 0.33 12.73 0.13 124.13 0.32 - - -- -- - - ----- - 0.32 12.77 0.13 124.11 0.32 - - - - - - - - 0.32 12.80 0.12 124.10 0.32 - - - - - - - - 0.32 12.83 0.12 124.08 0.32 ---- - -- -- - - ----- - 0.32 12.87 0.12 124.06 0.32 - - - - - - - -- 0.32 12.90 0.11 124.04 0.32 -- - -- - - - -- - 0.32 12.93 0.11 124.02 0.31 - - - - - - - - 0.31 12.97 0.11 124.00 0.31 - - - - - - - - 0.31 13.00 0.10 123.95 0.31 - - - - - - - - 0.31 13.03 0.10 123.88 0.30 ---- - - -- -- - -- - 0.30 13.07 0.10 123.82 0.29 - - - - - - -- - 0.29 13.10 0.09 123.75 0.29 - - - - - -- -- 0.29 13.13 0.09 123.69 0.28 - - - - - - - -- 0.28 13.17 0.09 123.63 0.27 - - - - - - - -- 0.27 13.20 0.09 123.57 0.27 - - - - - - - - 0.27 13.23 0.09 123.51 0.26 ----- ----- - - - - - -- 0.26 13.27 0.09 123.45 0.25 - - - - - ----- - - 0.25 13.30 0.09 123.40 0.25 - - - - - - - - 0.25 13.33 0.09 123.35 0.24 - - - - --- - - - 0.24 13.37 0.09 123.30 0.23 - - - - - - - - 0.23 13.40 0.08 123.25 0.23 - - - - - - - - 0.23 13.43 0.08 123.20 0.22 ----- - - - - - - - 0.22 13.47 0.08 123.16 0.21 - - - - - - -- -- 0.21 13.50 0.08 123.11 0.21 - - - - - - - - 0.21 13.53 0.08 123.07 0.20 - - - - - - ---- ----- 0.20 13.57 0.08 123.03 0.20 - - - - - - - - 0.20 13.60 0.08 122.99 0.19 - - - - - - - - 0.19 13.63 0.08 122.96 0.18 - - - - - - - - 0.18 13.67 0.08 122.92 0.18 - - - - - - - -- 0.18 13.70 0.08 122.89 0.17 - - - - - - - - 0.17 13.73 0.07 122.85 0.17 - -- - - - - - - 0.17 13.77 0.07 122.82 0.16 - - - - - - - - 0.16 13.80 0.07 122.80 0.16 - - - - - - - 0.16 13.83 0.07 122.77 0.15 - - ----- - - - - - 0.15 13.87 0.07 122.74 0.15 - - - - ----- - - - 0.15 13.90 0.07 122.71 0.15 - - - - - - - - 0.15 13.93 0.07 122.69 0.14 - - - - - - - - 0.14 13.97 0.07 122.67 0.14 --= - - - - - - - 0.14 14.00 0.07 122.64 0.13 - - - - - - - - 0.13 14.03 0.06 122.62 0.13 ----- - - - - - -- 0.13 14.07 0.06 122.60 0.13 - - - - - - - - 0.13 14.10 0.06 122.58 0.12 - - - - - - - -- 0.12 14.13 0.06 122.56 0.11 - - - - - - -- - 0.11 Continues on next page... Basin 1 Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExfiI Outflow (hm) Cfs ft CfS CfS CfS CfS CfS CfS Cfs CfS CfS CfS 14.17 0.06 122.55 0.10 - - - - - - - - 0.10 14.20 0.06 122.54 0.10 - -=-- - - - - - - 0.10 14.23 0.06 122.53 0.09 - - - - - - - - 0.09 14.27 0.06 122.52 0.09 - - - - - - - - 0.09 14.30 0.06 122.51 0.08 - - - - - - - - 0.08 14.33 0.06 122.50 0.08 - - - - - - - - 0.08 14.37 0.06 122.50 0.08 - - -- -- - ----- - - 0.08 14.40 0.06 122.49 0.07 - - - - - - - -- 0.07 14.43 0.06 122.49 0.07 - - - - - - - - 0.07 14.47 0.06 122.49 0.07 - - - - - - - - 0.07 ...End Hydrograph Report page, FWraflow"rographs by Intelisolve Hyd. No. 2 Basin 1 Hydrograph type = Reservoir Peak discharge = 0.35 Cfs Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = rear building Max. Elevation = 124.42 ft Max. Storage = 1,277 cuft Storage Indication method used. Outflow hydrograph volume=4,255 tuft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow (hm) ds ft ds efs ds ds ds ds cfs ds ds cfs 10.97 0.08 122.49 0.07 - - - - - - ----- - 0.07 11.00 0.08 122.49 0.07 - - - - - ----- - - 0.07 11.03 0.08 122.49 0.07 --- -- -- - - - - - 0.07 11.07 0.08 122.50 0.07 - - - -- - -- - - 0.07 11.10 0.09 122.50 0.08 -- - ---- - - ----- - - 0.08 11.13 0.09 122.50 0.08 - - - -- - - -- -- 0.08 11.17 0.09 122.51 0.08 - - ----- - - - - 0.08 11.20 0.10 122.51 0.08 - - - - - - - - 0.08 11.23 0.10 122.52 0.09 ----- - - ----- --- - - -- 0•09 11.27 0.11 122.52 0.09 - - - - ----- - -- - 0.09 11.30 0.11 122.53 0.09 -- ----- - -- - -- ----- - 0.09 11.33 0.11 122.54 0.09 - -- - -- --- - -- -- 0.09 11.37 0.12 122.54 0.10 - - - - - - - - 0.10 11.40 0.12 122.55 0.10 - - - - - - - - 0.10 11.43 0.13 122.56 0.10 - - -- - - ----- - - 0.10 11.47 0.13 122.56 0.11 - - - -- - - - -- 0.11 11.50 0.13 122.57 0.11 - - ---- - --- - -- - 0.11 11.53 0.14 122.58 0.12 - - - - - - -- - 0.12 11.57 0.16 122.59 0.12 - - ---- - - - - - 0.12 11.60 0.19 122.61 0.13 - - - - - - - - 0.13 11.63 0.22 122.63 0.13 - - - - - -- ----- - 0.13 11.67 0.26 122.67 0.14 - - - -- - - - - 0.14 11.70 0.30 122.71 0.14 - - -- -- ---- - - - 0.14 11.73 0.34 122.77 0.15 ---- - - - - - - - 0.15 11.77 0.38 122.83 0.16 - - - - - - - - 0.16 11.80 0.42 122.91 0.18 - - - - - - - - 0.18 11.83 0.46 123.00 0.19 - - - - - - - - 0.19 11.87 0.50 123.09 0.21 - - - - - -- - 0.21 11.90 0.55 123.19 0.22 - - - - - - - - 0.22 11.93 0.62 123.31 0.24 - - - - - - - - 0.24 11.97 0.78 123.47 0.25 - - - - - - - - 0.25 12.00 1.05 123.68 0.28 - - - - - - - ---- 0.28 12.03 1.31 123.98 0.31 - - - -- - - - - 0.31 12.07 1.40<< 124.09 0.32 -- - - - - - - - 0.32 12.10 1.25 124.18 0.33 - - - - - - - -=- 0.33 12.13 0.99 124.25 0.33 - - - ----- - - -- - 0.33 12.17 0.77 124.30 0.34 ---- - - ---- - - - - 0.34 12.20 0.65 124.34 0.34 - ----- ----- - - _- - - 0.34 Continues on next page.._ Basin 1 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfll Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.23 0.59 124.36 0.34 - - - - - - - - 0.34 12.27 0.55 124.38 0.35 - - - - --- - - - 0.35 12.30 0.51 124.40 0.35 - - - - - - - - 0.35 12.33 0.46 124.41 0.35 - - - - - - - - 0.35 12.37 0.42 124.42 0.35 - - - - - - - - 0.35 12.40 0.38 124.42 0.35 - - - - - - - - 0.35 12.43 0.34 124.42<< 0.35 - - - - - - - - 0.35<< 12.47 0.30 124.42 0.35 - - - - - - ----- - 0.35 12.50 0.25 124.41 0.35 - - - - - - - - 0.35 12.53 0.21 124.40 0.35 - - - - ----- - - - 0.35 12.57 0.19 124.39 0.35 - - - - - - - - 0.35 12.60 0.17 124.38 0.35 ---- - - - - - - - 0.35 12.63 0.17 124.36 0.34 - - - - - - - 0.34 12.67 0.16 124.34 0.34 ---- - -_ - ----- _____ ____ 0_34 12.70 0.16 124.33 0.34 - - - -- - - - - 0.34 12.73 0.15 124.31 0.34 - - - - - - -- - 0.34 12.77 0.15 124.29 0.34 - - - - - - - - 0.34 12.80 0.14 124.27 0.34 - -- - -- - - - - 0.34 12.83 0.14 124.26 0.34 - - -- - - - - - 0.34 12.87 0.13 124.24 0.33 - - - - - - - 0.33 12.90 0.13 124.22 0.33 - -- - -- ----- - - - 0.33 12.93 0.13 124.20 0.33 - - -- - - - - - 0.33 12.97 0.12 124.18 0.33 - - - ----- - - - - 0.33 13.00 0.12 124.16 0.33 - - - - ----- - --- - 0.33 13.03 0.11 124.14 0.32 - - - - - ----- - ---- 0.32 13.07 0.11 124.12 0.32 - - -- - - - - - 0.32 13.10 0.11 124.11 0.32 - - - - - - ---- - 0.32 13.13 0.11 124.09 0.32 - - - -- - - - - 0.32 13.17 0.10 124.07 0.32 - - - ----- - - - - 0.32 13.20 0.10 124.05 0.32 - ---- -- - - - -- - 0.32 13.23 0.10 124.03 0.31 - - - - - - - - 0.31 13.27 0.10 124.01 0.31 - - - - - - - - 0.31 13.30 0.10 123.96 0.31 - - - ---- - -- - - 0.31 13.33 0.10 123.89 0.30 - - - - - - - - 0.30 13.37 0.10 123.82 0.29 - - ---- - - - - - 0.29 13.40 0.10 123.76 0.29 - - - - - - - - 0.29 13.43 0.10 123.70 0.28 - - - -- - - --- - 0.28 13.47 0.09 123.64 0.27 - - - -- - - - - 0.27 13.50 0.09 123.58 0.27 - - - - -- - - - 0.27 13.53 0.09 123.52 0.26 - - - - - - - - 0.26 13.57 0.09 123.46 0.25 - - - - - - - - 0.25 13.60 0.09 123.41 0.25 - - - - - -- - - 0.25 13.63 0.09 123.36 0.24 ---- - - - - - - - 0.24 13.67 0.09 123.31 0.24 - - - -- - - -- - 0.24 13.70 0.09 123.26 0.23 - - - ---- - - - - 0.23 13.73 0.08 123.21 0.22 -- - - - - - - - 0.22 13.77 0.08 123.17 0.22 - - - - - -_--- - - 0.22 13.80 0.08 123.12 0.21 - - - - - - - 0.21 13.83 0.08 123.08 0.20 - - - ----- - - - - 0.20 13.87 0.08 123.04 0.20 - - - - - - ---- - 0.20 13.90 0.08 123.00 0.19 - - - - -- - - 0.19 Continues on next page... Basin 1 Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs It cfs cfs cfs efs cfs cfs cfs cfs cfs cfs 13.93 0.08 122.97 0.19 - - - - - - - - 0.19 13.97 0.08 122.93 0.18 - -=- - - - - - - 0.18 14.00 0.08 122.90 0.17 - - - - - - - - 0.17 14.03 0.07 122.86 0.17 ----- - - - - - - - 0.17 14.07 0.07 122.83 0.16 - - - - - - - - 0.16 14.10 0.07 122.80 0.16 ---- - - - - - - ---- 0.16 14.13 0.07 122.78 0.15 - - - - - - - - 0.15 14.17 0.07 122.75 0.15 - - - - - - - - 0.15 14.20 0.07 122.72 0.15 - -- - -- - - - -- 0.15 14.23 0.07 122.70 0.14 - - - - - - - - 0.14 14.27 0.07 122.67 0.14 ---- - ---- - - - ----- - 0.14 14.30 0.07 122.65 0.14 -- - - -- - - - - 0.14 14.33 0.07 122.63 0.13 - -- - - -- - -- - 0.13 14.37 0.07 122.61 0.13 - - -- - --- -- -- --- 0.13 14.40 0.07 122.59 0.12 - - - - ---- - --- - 0.12 14.43 0.07 122.57 0.11 --- - - - - - - - 0.11 14.47 0.07 122.56 0.11 - - - - - - -- - 0.11 14.50 0.07 122.55 0.10 ---- -- - - - -- --- -- 0.10 14.53 0.07 122.54 0.09 - - - - ---- - ----- - 0.09 14.57 0.06 122.53 0.09 ----- - - - - -- -- 0.09 14.60 0.06 122.52 0.09 ---- --- - -- - - - - 0.09 14.63 0.06 122.51 0.08 - - - - - - -- - 0.08 14.67 0.06 122.51 0.08 - ----- -- - - -- - - 0.08 14.70 0.06 122.50 0.08 ----- 0.08 14.73 0.06 122.50 0.07 ----- - - - - -- - -- 0.07 14.77 0.06 122.49 0.07 - - -- ---- - - -- -- 0.07 14.80 0.06 122.49 0.07 -- ---- - --- - - -- - 0.07 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Basin 1 Hydrograph type = Reservoir Peak discharge = 0.36 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = rear building Max. Elevation = 124.60 ft Max. Storage = 1,504 cuft Storage Indication method used. Outflow hydrograph volume=4,874 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs eft cfs cfs cfs cfs cfs cfs 10.73 0.08 122.50 0.07 - - - - - - - - 0.07 10.77 0.08 122.50 0.07 - - - - - - - - 0.07 10.80 0.08 122.50 0.08 - - - -- - - - - 0.08 10.83 0.09 122.50 0.08 - - - - - -- - - 0.08 10.87 0.09 122.51 0.08 - - - - - - - - 0.08 10.90 0.09 122.51 0.08 --- - - - - ----- - - 0.08 10.93 0.09 122.51 0.08 ----- - - --- - - - 0.08 10.97 0.09 122.51 0.08 - - - - - - - - 0.08 11.00 0.09 122.52 0.08 - -- - - -- - - - 0.08 11.03 0.09 122.52 0.09 ---- -- ----- - - - - - 0.09 11.07 0.10 122.52 0.09 - - - --- - ---- - - 0.09 11.10 0.10 122.52 0.09 ----- ___ -_ ___ _- _____ - --- 0.09 11.13 0.10 122.53 0.09 - - - - - - - - 0.09 11.17 0.11 122.53 0.09 - - - ---- - --- - - 0.09 11.20 0.11 122.54 0.10 - -- - ----- - - -- - 0.10 11.23 0.12 122.55 0.10 - - - - - - - - 0.10 11.27 0.12 122.55 0.10 - - - - - - - - 0.10 11.30 0.13 122.56 0.11 - -- - - - - - - 0.11 11.33 0.13 122.57 0.11 - - - - - - - - 0.11 11.37 0.14 122.57 0.11 - - - - - - - - 0.11 11.40 0.14 122.58 0.12 ----- - - - - - - - 0.12 11.43 0.15 122.59 0.12 - - - - - - ----- - 0.12 11.47 0.15 122.60 0.13 - - --- ---- - - - - 0.13 11.50 0.16 122.61 0.13 -- - - - - - -- - 0.13 11.53 0.16 122.62 0.13 - - - - - - - - 0.13 11.57 0.18 122.63 0.13 - - - - - - - - 0.13 11.60 0.22 122.65 0.14 - - - - - - - - 0.14 11.63 0.26 122.69 0.14 - - - - - - - 0.14 11.67 0.30 122.73 0.15 ----- - -- - - - - - 0.15 11.70 0.34 122.79 0.16 - - ---- - - - - - 0.16 11.73 0.39 122.86 0.17 - - - - - - - - 0.17 11.77 0.43 122.94 0.18 - - - - - - - - 0.18 11.80 0.48 123.02 0.20 - - - - - - - - 0.20 11.83 0.53 123.13 0.21 - - - - - - - - 0.21 11.87 0.58 123.24 0.23 - - - - - - - -=- 0.23 11.90 0.63 123.36 0.24 - - - - - - - - 0.24 11.93 0.71 123.50 0.26 --- - - - - - - - 0.26 11.97 0.89 123.68 0.28 - - - - ----- - - - 0.28 Continues on next page... Basin 1 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) ds ft cfs cfs cfs cfs cfs cfs ds cfs efs efs 12.00 1.20 123.93 0.30 - - - - - - - - 0.30 12.03 1.49 124.07 0.32 - -=-- -- - - - - - 0.32 12.07 1.59<< 124.19 0.33 - - -- - -- - - - 0.33 12.10 1.42 124.29 0.34 - - - - - - - - 0.34 12.13 1.12 124.38 0.35 - - - - - - - - 0.35 12.17 0.87 124.44 0.35 - - - ----- - - - - 0.35 12.20 0.73 124.48 0.35 - - - - - - - - 0.35 12.23 0.66 124.51 0.36 - - - - - - - - 0•36 12.27 0.62 124.53 0.36 - - --- - - - - - 0.36 12.30 0.57 124.56 0.36 - - - - - - - - 0.36 12.33 0.52 124.57 0.36 - - - - - - - - 0.36 12.37 0.48 124.59 0.36 - - - --- - - - - 0.36 12.40 0.43 124.59 0.36 - - - - ----- - - 0.36 12.43 0.38 124.60<< 0.36 -- -- ----- -- -- - - - 0.36 << 12.47 0.33 124.60 0.36 - - - -- - - ---- -- 0.36 12.50 0.29 124.59 0.36 - - - ---- - - - - 0.36 12.53 0.24 124.58 0.36 - - - - - - - - 0.36 12.57 0.21 124.57 0.36 -- - - - -- --- - ----- 0.36 12.60 0.19 124.56 0.36 - - - - - -- --- - 0.36 12.63 0.19 124.54 0.36 - - - - -- --_ - 0.36 12.67 0.18 124.52 0.36 - - - -- ---- --- - -- 0.36 12.70 0.18 124.51 0.36 - - - - - - - - 0.36 12.73 0.17 124.49 0.36 - - -- ---- - - - -- 0.36 12.77 0.17 124.47 0.35 - - - - ---- -- - - 0.35 12.80 0.16 124.46 0.35 -- - - - - - - - 0.35 12.83 0.16 124.44 0.35 ----- -- - - - - - - 0.35 12.87 0.15 124.42 0.35 -- - - -- - - - - 0.35 12.90 0.15 124.40 0.35 - - - - - - - - 0.35 12.93 0.14 124.38 0.35 - - - --- - - - -- 0.35 12.97 0.14 124.36 0.34 -- - ----- - - - - - 0.34 13.00 0.13 124.35 0.34 - - - - - - ----- - 0.34 13.03 0.13 124.33 0.34 - - - - - - - --- 0.34 13.07 0.12 124.31 0.34 - - - -- - - - - 0.34 13.10 0.12 124.29 0.34 - - - - - - - ---- 0.34 13.13 0.12 124.27 0.34 - - - - - - - - 0.34 13.17 0.12 124.25 0.33 -- -- - - - - - - 0.33 13.20 0.12 124.23 0.33 - - - - - -- - - 0.33 13.23 0.11 124.21 0.33 - -- ----- - -- - - - 0.33 13.27 0.11 124.19 0.33 - - - ---- - -- - - 0.33 13.30 0.11 124.17 0.33 - ---- - - - - - - 0.33 13.33 0.11 124.15 0.33 - - - - - - - 0.33 13.37 0.11 124.13 0.32 - - - ---- -- - - - 0.32 13.40 0.11 124.11 0.32 - - - --- - ----- - - 0.32 13.43 0.11 124.09 0.32 - - -- - - - - - 0.32 13.47 0.11 124.07 0.32 - - - - - - - ----- 0.32 13.50 0.10 124.05 0.32 ----- - - - - - - - 0.32 13.53 0.10 124.03 0.31 - - - - - - - - 0.31 13.57 0.10 124.01 0.31 - - - - - - - ----- 0.31 13.60 0.10 123.98 0.31 - - - - - - - - 0.31 13.63 0.10 123.91 0.30 - - - - - - - -- 0.30 13.67 0.10 123.84 0.30 - - - - -- - - - 0.30 Continues on next page... Basin 1 Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv 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 13.70 0.10 123.78 0.29 - - - - - - - - 0.29 13.73 0.10 123.71 0.28 - - - - --- -- ---- -- 0.28 13.77 0.09 123.65 0.28 - - - - - - - - 0.28 13.80 0.09 123.59 0.27 - - - - - - - - 0.27 13.83 0.09 123.53 0.26 - - - - - - - - 0.26 13.87 0.09 123.48 0.26 - - - - - -- - - 0.26 13.90 0.09 123.42 0.25 - - - - - - --- - 0.25 13.93 0.09 123.37 0.24 - - - -- - - - - 0.24 13.97 0.09 123.32 0.24 - - ---- - - ---- - - 0.24 14.00 0.08 123.27 0.23 - - - - - - - - 0.23 14.03 0.08 123.22 0.22 - - - - - - - - 0.22 14.07 0.08 123.18 0.22 - -- ----- - - - - - 022 14.10 0.08 123.13 0.21 - - - -- - - - 0.21 14.13 0.08 123.09 0.21 - - - - - - - ---- 0.21 14.17 0.08 123.05 0.20 - - - - - ----- - - 0.20 14.20 0.08 123.01 0.19 - - ----- - - - - - 0.19 14.23 0.08 122.97 0.19 - - - - - - - - 0.19 14.27 0.08 122.94 0.18 - - - - - - - - 0.18 14.30 0.08 122.90 0.18 - - - - - - - - 0.18 14.33 0.08 122.87 0.17 - - - -- -- - - 0.17 14.37 0.08 122.84 0.17 - ----- - - - - - - 0.17 14.40 0.08 122.81 0.16 - - - - - - - - 0.16 14.43 0.08 122.78 0.16 - - - - - - - - 0.16 14.47 0.07 122.76 0.15 - - - - - - - - 0.15 14.50 0.07 122.73 0.15 - - - - - - - -- 0.15 14.53 0.07 122.71 0.14 -- - - --- - - - - 0.14 14.57 0.07 122.69 0.14 - - - - - - - - 0.14 14.60 0.07 122.66 0.14 - - - -- - - - - 0.14 14.63 0.07 122.64 0.13 - - - - - - - - 0.13 14.67 0.07 122.62 0.13 - - - - - - - - 0.13 14.70 0.07 122.60 0.13 ---- ---- - -- - - - - 0.13 14.73 0.07 122.58 0.12 - - - -- - - - - 0.12 14.77 0.07 122.57 0.11 - - - --- - - - - 0.11 14.80 0.07 122.56 0.10 - - - - - - - - 0.10 14.83 0.07 122.54 0.10 - - - - - - - - 0.10 14.87 0.07 122.53 0.09 - - - - - - - - 0.09 14.90 0.07 122.53 0.09 - - - - - - - - 0.09 14.93 0.07 122.52 0.09 - -- - - - - - - 0.09 14.97 0.06 122.51 0.08 - - ---- - - - - - 0.08 15.00 0.06 122.51 0.08 - - - - - - - - 0.08 15.03 0.06 122.50 0.08 - - - - - - - 0.08 15.07 0.06 122.50 0.07 - - - - - - - - 0.07 15.10 0.06 122.49 0.07 - - - -- - - - - 0.07 ...End APPENDIX F RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 3 ------------------------------------------------------------------------------- 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% - 0 .13 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 0 . 73 (98) - - Total Area (by Hydrologic Soil Group) . 86 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .86 Acres WEIGHTED CURVE NUMBER: 92* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 3 ------------------------------------------------------------------------------- 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 . 01 a 0.020 Open Channel 25 2 0 .003 Time of Concentration = 0 .02* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 o Res. H Woods, Light P Paved D Cultivated > 20 o Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 3 Data: Drainage Area .86 * Acres Runoff Curve Number 92 * Time of Concentration: 0 .02 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6.2 6 .9 Ia/P Ratio 0 .05 0.04 0 .03 0 .03 0.03 Used 0 .10 0 .10 0 .10 0 .10 0 .10 Runoff (in) 2 .35 3 .80 4 .58 5 .27 5 .96 Unit Peak Discharge 1.134 1.134 1.134 1 .134 1 .134 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .096 Ponds Used Peak Discharge (cfs) 2 4 4 5 6 ----------------------------------------------------------- ----------------------------------------------------------- * - Value(s) provided from TR-55 system routines APPENDIX G Reservoir Report Page 1 Reservoir No. 3 - basin 3 Hydraflow Hydrographs by Inteliso1w Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(tuft) 0.00 120.00 320 0 0 2.00 122.00 780 1,100 1,100 4.00 124.00 1,440 2,220 3,320 6.00 126.00 2,3W 3,740 7,060 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 4.0 12.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00 Span in = 12.0 4.0 12.0 0.0 Crest El.It = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.it = 121.00 121.00 124.00 0.00 Weir Type = - - - - Length It = 50.0 1.0 1.0 0.0 Multi-Stage = No No No No Slope% = 10.00 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 Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total It cult ft cis cis cfs cfs cis cfs cis cis cfs cis 0.00 0 120.00 0.00 0.00 0.00 - - - - - - 0.00 2.00 1,100 122.00 0.38 0.35 0.00 - - - - - - 0.35 4.00 3,320 124.00 0.68 0.68 0.00 - - - - - - 0.68 6.00 7,060 126.00 5.30 0.67 4.63 - - - - - - 5.30 APPENDIX H Hydrograph Report Page Hydraflow Hydrographs by Intelisoke Hyd. No. 5 basin 3 Hydrograph type = Reservoir Peak discharge = 0.65 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 4 Reservoir name = basin 3 Max. Elevation = 123.78 ft Max. Storage = 3,076 cuft Storage Indication method used. Outflow hydrograph volume=8,472 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.23 0.18 121.31 0.14 0.13 - - - - - - - 0.13 11.27 0.19 121.32 0.15 0.14 --- - - - - - - 0.14 11.30 0.20 121.33 0.16 0.15 - --- - - - - - 0.15 11.33 0.20 121.34 0.16 0.15 - - - - - - - 0.15 11.37 0.21 121.35 0.17 0.16 - ----- -- - - - - 0.16 11.40 0.22 121.36 0.18 0.16 - -- - - -- - - 0.16 11.43 0.23 121.37 0.18 0.17 - - - - - - 0.17 11.47 0.24 121.39 0.19 0.18 - - - - - - - 0.18 11.50 0.24 121.40 0.20 0.18 - - -- ---- --- ----- - 0.18 11.53 0.26 121.41 0.21 0.19 - - - - - - -- 0.19 11.57 0.28 121.43 0.21 0.20 -- - -- -- - - - 0.20 11.60 0.33 121.45 0.22 0.20 - - -- - - -- - 0.20 11.63 0.39 121.49 0.23 0.21 - - - - - - - 0.21 11.67 0.46 121.53 0.24 0.23 - - - - - - - 0.23 11.70 0.53 121.59 0.26 0.25 - ----- - - - - - 0.25 11.73 0.61 121.66 0.28 0.27 - - - - ----- - - 0.27 11.77 0.69 121.74 0.29 0.29 - - - - - - - 0.29 11.80 0.77 121.83 0.32 0.31 - - - -- ----- - --- 0.31 11.83 0.85 121.93 0.35 0.34 - - - - - - - 0.34 11.87 0.94 122.03 0.38 0.36 - - - - - - - 0.36 11.90 1.03 122.09 0.40 0.37 - - - - - ----- - 0.37 11.93 1.15 122.17 0.42 0.39 - - - - - - - 0.39 11.97 1.40 122.26 0.44 0.41 - - - -- ---- -- -- 0.41 12.00 1.81 122.39 0.47 0.43 - - - - --- -- - 0.43 12.03 2.25 122.56 0.47 0.47 - - - - - - - 0.47 12.07 2.47<< 122.77 0.51 0.50 - - - - - - - 0.50 12.10 2.37 122.97 0.56 0.53 - - - - - - - 0.53 12.13 2.05 123.15 0.57 0.56 - - - - - - 0.56 12.17 1.70 123.29 0.59 0.58 - - -- - - - - 0.58 12.20 1.44 123.40 0.62 0.60 - - - - - - - 0.60 12.23 1.29 123.48 0.62 0.61 - - - - - - - 0.61 12.27 1.20 123.55 0.62 0.62 - - - - - - - 0.62 12.30 1.13 123.61 0.63 0.63 - - - - - ---- - 0.63 12.33 1.06 123.66 0.64 0.63 - - - - - - ----- 0.63 12.37 0.98 123.70 0.65 0.64 - - - - - --- -=-- 0.64 12.40 0.91 123.73 0.66 0.64 - - ----- - - - - 0.64 12.43 0.83 123.76 0.67 0.65 - - - - - - - 0.65 12.47 0.76 123.77 0.67 0.65 - - - -- - - - 0.65 Continues on next page... basin 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.50 0.68 123.78<< 0.67 0.65 - - - - - - - 0.65<< 12.53 0.61 123.78 0.67 0.65 -=- - - - - - - 0.65 12.57 0.55 123.77 0.67 0.65 - - - - - - - 0.65 12.60 0.51 123.76 0.67 0.65 - - - - - - - 0.65 12.63 0.49 123.74 0.66 0.64 - - - - --- - - 0.64 12.67 0.47 123.73 0.66 0.64 - - - - - - - 0.64 12.70 0.45 123.71 0.65 0.64 - - - - - - - 0.64 12.73 0.44 123.69 0.65 0.64 - - - - - - - 0.64 12.77 0.43 123.66 0.64 0.63 - - - - - - - 0.63 12.80 0.41 123.64 0.64 0.63 -- - - - ----- ---- - 0.63 12.83 0.40 123.62 0.63 0.63 - - - - - - - 0.63 12.87 0.39 123.59 0.63 0.62 -- - - - - - - 0.62 12.90 0.38 123.57 0.62 0.62 - -- - - ----- - 0.62 12.93 0.36 123.54 0.62 0.62 - - - - - - - 0.62 12.97 0.35 123.51 0.62 0.61 - - -- - -- -- - 0.61 13.00 0.34 123.48 0.62 0.61 - - - - -- - - 0.61 13.03 0.33 123.45 0.62 0.60 - - - - - - - 0.60 13.07 0.32 123.42 0.62 0.60 - - --- - ----- -- - 0.60 13.10 0.30 123.39 0.62 0.60 - - - - - - - 0.60 13.13 0.29 123.36 0.61 0.59 - -- - ----- --- - 0.59 13.17 0.28 123.33 0.60 0.59 - - - -- -- - - 0.59 13.20 0.27 123.29 0.59 0.58 - - - - - - - 0.58 13.23 0.26 123.26 0.59 0.58 - - - - - - - 0.58 13.27 0.25 123.23 0.58 0.57 - - ----- - -- - - 0.57 13.30 0.24 123.19 0.57 0.57 - - - - - - - 0.57 13.33 0.24 123.16 0.57 0.56 - - - - -- - - 0.56 13.37 0.23 123.12 0.57 0.56 - - - ----- - - - 0.56 13.40 0.23 123.09 0.57 0.55 - - - - - - - 0.55 13.43 0.22 123.05 0.57 0.55 - - - - - - -- 0.55 13.47 0.22 123.02 0.57 0.54 - - -- - -- - - 0.54 13.50 0.21 122.98 0.56 0.53 - - - - - - - 0.53 13.53 0.21 122.95 0.56 0.53 - - - - - - - 0.53 13.57 0.21 122.91 0.55 0.52 - - - - - - - 0.52 13.60 0.20 122.88 0.54 0.52 - - --- - - - - 0.52 13.63 0.20 122.84 0.53 0.51 - - - - - - - 0.51 13.67 0.20 122.81 0.52 0.51 -- - - - - - - 0.51 13.70 0.19 122.78 0.51 0.50 - - - - - - - 0.50 13.73 0.19 122.74 0.51 0.50 - - - - - - - 0.50 13.77 0.19 122.71 0.50 0.49 - - - - -- -- - 0.49 13.80 0.19 122.68 0.49 0.49 - - - - - - - 0.49 13.83 0.18 122.65 0.48 0.48 - - - - - - - 0.48 13.87 0.18 122.61 0.48 0.48 - -- - - - - - 0.48 13.90 0.18 122.58 0.47 0.47 - - - - - - - 0.47 13.93 0.17 122.55 0.47 0.46 - - - - ----- - - 0.46 13.97 0.17 122.52 0.47 0.46 - - - - - - - 0.46 14.00 0.17 122.49 0.47 0.45 - - - - - - - 0.45 14.03 0.17 122.46 0.47 0.45 - - - - ----- - - 0.45 14.07 0.16 122.43 0.47 0.44 - ----- ---- - - =- 0.44 14.10 0.16 122.40 0.47 0.44 - ----- - -- - - - 0.44 14.13 0.16 122.37 0.46 0.43 - - - - - - - 0.43 14.17 0.16 122.34 0.45 0.42 - - - - - - - 0.42 Continues on next page... basin 3 Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C CIv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.20 0.16 122.31 0.45 0.42 - - - - - - - 0.42 14.23 0.16 122.28 0.44 0.41 -=- ----- - - - - - 0.41 14.27 0.16 122.26 0.44 0.41 - - - - - - -- 0.41 14.30 0.15 122.23 0.43 0.40 - - - - - - - 0.40 14.33 0.15 122.20 0.42 0.40 - - - - - - - 0.40 14.37 0.15 122.18 0.42 0.39 - - - - - - - 0.39 14.40 0.15 122.15 0.41 0.39 - - - - - - - 0.39 14.43 0.15 122.13 0.41 0.38 - - -- - - ----- - 0.38 14.47 0.15 122.10 0.40 0.38 - - - - - - - 0.38 14.50 0.15 122.08 0.40 0.37 - - - - - - - 0.37 14.53 0.14 122.05 0.39 0.37 - - - - - - - 0.37 14.57 0.14 122.03 0.38 0.36 - - - - - - - 0.36 14.60 0.14 122.01 0.38 0.36 - - - - - - 0.36 14.63 0.14 121.97 0.37 0.35 - - - --- - - - 0.35 14.67 0.14 121.92 0.35 0.34 - - -- ----- - - - 0.34 14.70 0.14 121.88 0.34 0.33 - - - - - - ----- 0.33 14.73 0.14 121.84 0.32 0.32 - - - - - - - 0.32 14.77 0.14 121.80 0.31 0.31 - - -- -- ----- -- - 0.31 14.80 0.14 121.77 0.30 0.30 - - - - - - ----- 0.30 14.83 0.13 121.73 0.29 0.29 - - - - --- - - 0.29 14.87 0.13 121.70 0.28 0.28 - - - -- -- - - 0.28 14.90 0.13 121.67 0.28 0.27 - - ---- - - - - 0.27 14.93 0.13 121.64 0.27 0.26 - - - - - ----- - 0.26 14.97 0.13 121.61 0.27 0.26 - - - - - ----- --- 0.26 15.00 0.13 121.58 0.26 0.25 -- - -- ----- -- --- -- 0.25 15.03 0.13 121.56 0.25 0.24 - - ---- - --- - - 0.24 15.07 0.13 121.53 0.24 0.23 - --- -- ---- - - - 0.23 15.10 0.12 121.51 0.24 0.22 - - - - - --- - 0.22 15.13 0.12 121.49 0.23 0.22 - - - - - -- - 0.22 15.17 0.12 121.47 0.22 0.21 - - - - - - - 0.21 15.20 0.12 121.45 0.22 0.20 - - -- - - - - 0.20 15.23 0.12 121.44 0.21 0.20 - - - - - - - 0.20 15.27 0.12 121.42 0.21 0.19 - - ----- - -- - - 0.19 15.30 0.12 121.40 0.20 0.19 - - - - - - - 0.19 15.33 0.12 121.39 0.19 0.18 - - - - - - - 0.18 15.37 0.11 121.38 0.19 0.17 -- - -- - - ---- - 0.17 15.40 0.11 121.36 0.18 0.16 - - - - ---- - - 0.16 15.43 0.11 121.35 0.17 0.16 - - - - - - - 0.16 15.47 0.11 121.34 0.16 0.15 - - - ----- - - - 0.15 15.50 0.11 121.33 0.16 0.15 - - - - - - - 0.15 15.53 0.11 121.33 0.15 0.14 - - - - - - 0.14 15.57 0.11 121.32 0.15 0.14 - - - ---- ---- - ----- 0.14 15.60 0.11 121.31 0.14 0.14 - - - - - - - 0.14 15.63 0.10 121.31 0.14 0.13 - - - ---- - - - 0.13 ...End Hydrograph Report paw "raflow"rographs by Inteliso Hyd. No. 5 basin 3 Hydrograph type = Reservoir Peak discharge = 1.62 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 4 Reservoir name = basin 3 Max. Elevation = 124.49 ft Max. Storage = 4,229 cuft Storage Indication method used. Outflow hydrograph volume=14,243 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft ds cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.60 0.59 121.93 0.35 0.34 - - - - - - - 0.34 11.63 0.69 121.99 0.38 0.35 - - - - - - - 0.35 11.67 0.80 122.04 0.39 0.36 - - - - - - - 0.36 11.70 0.92 122.09 0.40 0.37 - - - - - - - 0.37 11.73 1.03 122.15 0.41 0.39 -- -- - -- - - - 0.39 11.77 1.15 122.23 0.43 0.40 ----- - - -- - - - 0.40 11.80 1.26 122.32 0.45 0.42 - - - - - - 0.42 11.83 1.38 122.41 0.47 0.44 - - - - - - - 0.44 11.87 1.50 122.52 0.47 0.46 - - - - - ----- - 0.46 11.90 1.63 122.64 0.48 0.48 - - - - - - - 0.48 11.93 1.83 122.77 0.51 0.50 - -- - ----- - -- - 0.50 11.97 2.23 122.94 0.55 0.53 ----- ----- -- - - - - 0.53 12.00 2.87 123.15 0.57 0.56 - - - - - - - 0.56 12.03 3.55 123.44 0.62 0.60 - - - - - - - 0.60 12.07 3.87<< 123.77 0.67 0.65 - -- -- - - - -- 0.65 12.10 3.69 124.06 0.75 0.68 0.05 - - -- - - - 0.74 12.13 3.17 124.23 0.97 0.69 0.24 - -- - - ----- - 0.93 12.17 2.60 124.34 1.23 0.70 0.51 -- - - ---- - - 1.20 12.20 2.19 124.42 1.41 0.69 0.69 - --- - - - - 1.38 12.23 1.95 124.45 1.54 0.69 0.83 - - - - - - 1.52 12.27 1.81 124.48 1.60 0.69 0.90 - - - - - --- 1.59 12.30 1.70 124.48 1.64 0.68 0.94 --- - - - - - 1.62 12.33 1.59 124.49 << 1.64 0.68 0.94 - - - - - -- 1.62 << 12.37 1.48 124.48 1.62 0.69 0.92 - ---- - - - - 1.61 12.40 1.36 124.47 1.59 0.69 0.88 - - - - - - 1.57 12.43 1.25 124.45 1.54 0.69 0.83 - - - - - ----- 1.52 12.47 1.14 124.44 1.48 0.69 0.76 - -- - - - - 1.45 12.50 1.02 124.41 1.40 0.69 0.69 - - - - - 1.38 12.53 0.92 124.39 1.34 0.70 0.61 - - - ----- - - 1.31 12.57 0.84 124.36 1.28 0.70 0.56 - - - - - - 1.25 12.60 0.79 124.34 1.22 0.70 0.49 - - - - - - 1.19 12.63 0.75 124.31 1.16 0.69 0.44 - - - - - - 1.13 12.67 0.73 124.29 1.11 0.69 0.38 - - - - - - 1.08 12.70 0.71 124.27 1.06 0.69 0.33 - ----- - - -- - 1.03 12.73 0.69 124.25 1.01 0.69 0.29 - - - - - - 0.98 12.77 0.68 124.23 0.97 0.69 0.25 - - - - - -- 0.94 12.80 0.66 124.21 0.94 0.69 0.21 - - - - - - 0.90 12.83 0.64 124.20 0.90 0.69 0.18 - - - - ----- - 0.87 Continues on next page... basin 3 Page 2 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) dfs ft eft cfs cfs cfs cfs cfs cfs cfs cfs ds 12.87 0.62 124.18 0.89 0.69 0.16 - - - - - - 0.86 12.90 0.60 124.17 0.87 0.69 0.15 - - - - -- - 0.84 12.93 0.59 124.15 0.85 0.69 0.14 - - - - - - 0.83 12.97 0.57 124.14 0.83 0.69 0.12 - - - - - - 0.81 13.00 0.55 124.12 0.82 0.69 0.11 - - - - - - 0.80 13.03 0.53 124.11 0.80 0.69 0.09 - -- - - - - 0.78 13.07 0.52 124.09 0.78 0.68 0.08 - - - - - - 0.76 13.10 0.50 124.07 0.76 0.68 0.07 - - - - - ----- 0.75 13.13 0.49 124.06 0.75 0.68 0.05 - - - - - - 0.73 13.17 0.48 124.04 0.73 0.68 0.04 - - - - - - 0.72 13.20 0.47 124.03 0.71 0.68 0.03 - - - - - - 0.70 13.23 0.46 124.01 0.70 0.68 0.01 - - -- -- - -- 0.69 13.27 0.45 124.00 0.68 0.68 - - - - - - 0.68 13.30 0.45 123.98 0.68 0.67 - -- -- - - ----- - 0.67 13.33 0.44 123.95 0.68 0.67 - - - - - - ---- 0.67 13.37 0.43 123.92 0.68 0.67 - - - - - - - 0.67 13.40 0.42 123.90 0.68 0.66 - - - - - - - 0.66 13.43 0.41 123.87 0.68 0.66 - - -- - - -- - 0.66 13.47 0.40 123.84 0.68 0.66 --- - -- - - - - 0.66 13.50 0.40 123.82 0.68 0.65 -- - --- - - - 0.65 13.53 0.39 123.79 0.68 0.65 - ----- - - - - -- 0.65 13.57 0.38 123.76 0.67 0.65 - - - - - - - 0.65 13.60 0.37 123.73 0.66 0.64 - - - - - - - 0.64 13.63 0.37 123.70 0.65 0.64 -- --- -- -- - --- - 0.64 13.67 0.36 123.67 0.65 0.63 - - - - - - --- 0.63 13.70 0.35 123.64 0.64 0.63 --- - - - - -- - 0.63 13.73 0.34 123.61 0.63 0.63 -- - - - - - - 0.63 13.77 0.33 123.58 0.63 0.62 - - - - - - - 0.62 13.80 0.32 123.55 0.62 0.62 - - - - -- - - 0.62 13.83 0.31 123.52 0.62 0.61 - -- - - -- - - 0.61 13.87 0.30 123.48 0.62 0.61 ---- - -- - - ---- - 0.61 13.90 0.29 123.45 0.62 0.60 --- - -- - ----- ----- - 0.60 13.93 0.29 123.42 0.62 0.60 - - - - - ----- - 0.60 13.97 0.28 123.38 0.62 0.59 - - - - - - - 0.59 14.00 0.27 123.35 0.61 0.59 - - - - - - - 0.59 14.03 0.27 123.31 0.60 0.58 - - - -- - ---- - 0.58 14.07 0.26 123.28 0.59 0.58 - - - - -- -- - 0.58 14.10 0.26 123.25 0.58 0.58 - - - - - - -- 0.58 14.13 0.25 123.21 0.57 0.57 - - - - - - -- 0.57 14.17 0.25 123.18 0.57 0.57 - - - - - - - 0.57 14.20 0.25 123.14 0.57 0.56 - - - - - - - 0.56 14.23 0.24 123.11 0.57 0.55 - - - - - - - 0.55 14.27 0.24 123.08 0.57 0.55 - - - -- - - - 0.55 14.30 0.24 123.04 0.57 0.54 - - - - - -- - 0.54 14.33 0.24 123.01 0.57 0.54 - - - - - - - 0.54 14.37 0.23 122.98 0.56 0.53 - - - - - - - 0.53 14.40 0.23 122.94 0.56 0.53 - - - - - - - 0.53 14.43 0.23 122.91 0.55 0.52 - - - - - - - 0.52 14.47 0.23 122.88 0.54 0.52 - - - - - - - 0.52 14.50 0.22 122.85 0.53 0.51 - - - - - - - 0.51 14.53 0.22 122.82 0.52 0.51 - - - - - - - 0.51 Continues on next page... basin 3 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 (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.57 0.22 122.79 0.51 0.50 - - - - - - - 0.50 14.60 0.22 122.76 0.51 0.50 ---- - - - - - - 0.50 14.63 0.22 122.73 0.50 0.49 - - - - - - - 0.49 14.67 0.21 122.70 0.49 0.49 - - - - - - - 0.49 14.70 0.21 122.67 0.49 0.48 - - - - - - - 0•48 14.73 0.21 122.64 0.48 0.48 - - - - - ---- - 0.48 14.77 0.21 122.61 0.47 0.47 - - - - - - - 0.47 14.80 0.21 122.58 0.47 0.47 - - - - - - - 0.47 14.83 0.20 122.55 0.47 0.46 - - - - - - - 0.46 14.87 0.20 122.52 0.47 0.46 - - - - - - - 0.46 14.90 0.20 122.50 0.47 0.45 - - - - - - - 0.45 14.93 0.20 122.47 0.47 0.45 - - - - - - - 0.45 14.97 0.20 122.44 0.47 0.44 - - - - - - 0.44 15.00 0.20 122.42 0.47 0.44 -- - - -- - - - 0.44 15.03 0.19 122.39 0.47 0.43 - - - - - - - 0.43 15.07 0.19 122.37 0.46 0.43 - - - - - - - 0.43 15.10 0.19 122.34 0.45 0.42 - - - - - - - 0.42 15.13 0.19 122.31 0.45 0.42 - ----- - - - - - 0.42 15.17 0.19 122.29 0.44 0.41 - - - - - - - 0.41 15.20 0.18 122.27 0.44 0.41 ----- ----- - - - -- 0.41 15.23 0.18 122.24 0.43 0.40 ---- - ----- - - - ---- 0.40 15.27 0.18 122.22 0.43 0.40 - - - - - - - 0.40 15.30 0.18 122.19 0.42 0.40 - - - - - - - 0.40 15.33 0.18 122.17 0.42 0.39 - - - - - -- --- 0.39 15.37 0.17 122.15 0.41 0.39 - - - - - - - 0.39 15.40 0.17 122.12 0.41 0.38 - - - - ----- - - 0.38 15.43 0.17 122.10 0.40 0.38 -- - -- - - - - 0.38 15.47 0.17 122.08 0.40 0.37 - - - - - - - 0.37 15.50 0.17 122.06 0.39 0.37 - - - - - - - 0.37 15.53 0.16 122.04 0.39 0.36 - - -- - - - - 0.36 15.57 0.16 122.02 0.38 0.36 - - ----- -- ----- - - 0.36 15.60 0.16 121.99 0.37 0.35 - - ---- - - - - 0.35 15.63 0.16 121.95 0.36 0.34 - - ----- - - ----- - 0.34 15.67 0.16 121.91 0.35 0.33 - - - - - - - 0.33 ...End Hydrograph Report Pap, HWraflow Hydrographs by Intelisolve Hyd. No. 5 basin 3 Hydrograph type = Reservoir Peak discharge = 2.34 cfs Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 4 Reservoir name = basin 3 Max. Elevation = 124.69 ft Max. Storage = 4,614 cuft storage Indicarm►*uw used. Outflow hydrograph volume=17,376 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.83 1.66 122.68 0.49 0.49 - - - - - - - 0.49 11.87 1.81 122.82 0.52 0.51 - - - - - - - 0.51 11.90 1.96 122.96 0.56 0.53 - -- - -- - - - 0.53 11.93 2.19 123.13 0.57 0.56 - - - - - - - 0.56 11.97 2.66 123.33 0.60 0.59 - ----- -- ---- -- - -- 0.59 12.00 3.43 123.59 0.63 0.62 - - -- - - - - 0.62 12.03 4.23 123.94 0.68 0.67 - - - - - - 0.67 12.07 4.60<< 124.20 0.90 0.69 0.17 - - - - - - 0.87 12.10 4.36 124.41 1.39 0.69 0.68 - -- - - - --- 1.37 12.13 3.72 124.57 1.90 0.67 1.22 - -- - - - -- 1.89 12.17 3.05 124.65 2.20 0.67 1.53 -- -- - - - --- 2.20 12.20 2.56 124.69 2.32 0.67 1.66 - -- -- -- - - 2.32 12.23 2.27 124.69<< 2.34 0.67 1.68 - - - - - - 2.34<< 12.27 2.10 124.68 2.31 0.67 1.64 - - - - - - 2.31 12.30 1.97 124.67 2.25 0.67 1.59 - - - -- - - 2.25 12.33 1.84 124.65 2.18 0.67 1.51 - - - - - - 2.18 12.37 1.71 124.62 2.09 0.67 1.43 - - - - - - 2.09 12.40 1.57 124.60 2.00 0.67 1.33 - - - - - - 2.00 12.43 1.44 124.57 1.91 0.67 1.23 - - - - - - 1.90 12.47 1.31 124.54 1.81 0.68 1.12 - - - - - - 1.80 12.50 1.17 124.51 1.70 0.68 1.01 - - - - - - 1.69 12.53 1.05 124.47 1.59 0.69 0.89 - - - - - - 1.58 12.57 0.95 124.44 1.48 0.69 0.77 - - - -- - - 1.46 12.60 0.89 124.41 1.38 0.70 0.66 - - - - - - 1.36 12.63 0.85 124.38 1.31 0.70 0.59 - - - - ----- - 1.28 12.67 0.83 124.35 1.25 0.70 0.53 - - - - - - 1.22 12.70 0.82 124.33 1.20 0.69 0.47 - - - - - - 1.17 12.73 0.80 124.31 1.15 0.69 0.42 - - - - - 1.12 12.77 0.79 124.29 1.10 0.69 0.38 - - - - - - 1.07 12.80 0.77 124.27 1.06 0.69 0.34 - - - - - - 1.03 12.83 0.76 124.25 1.03 0.69 0.30 - - - - - - 1.00 12.87 0.74 124.24 0.99 0.69 0.27 - - - - - - 0.96 12.90 0.72 124.23 0.96 0.69 0.24 - - - - - - 0.93 12.93 0.71 124.21 0.93 0.69 0.21 - - -- - - - 0.90 12.97 0.69 124.20 0.90 0.69 0.18 - - - - - =- 0.87 13.00 0.67 124.19 0.89 0.69 0.17 - - - -- - - 0.86 13.03 0.65 124.18 0.88 0.69 0.16 - - - - - - 0.85 13.07 0.64 124.16 0.86 0.69 0.15 - - - - - ---- 0.84 Continues on next page... basin 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs dfs cfs 13.10 0.62 124.15 0.85 0.69 0.13 - - - - - - 0.82 13.13 0.61 124.14 0.83 0.69 0.12 - - - - - - 0.81 13.17 0.60 124.13 0.82 0.69 0.11 - - - - - - 0.80 13.20 0.59 124.11 0.81 0.69 0.10 - - - - - - 0.79 13.23 0.58 124.10 0.79 0.69 0.09 - - - - - - 0.77 13.27 0.57 124.09 0.78 0.68 0.08 - - - -- - -- 0.76 13.30 0.56 124.08 0.76 0.68 0.07 - - - - - -- 0.75 13.33 0.55 124.06 0.75 0.68 0.06 - - - - - - 0.74 13.37 0.54 124.05 0.74 0.68 0.05 - - - - - - 0.73 13.40 0.53 124.04 0.72 0.68 0.03 - - - - - --- 0.71 13.43 0.52 124.03 0.71 0.68 0.02 ----- - - - - - 0.70 13.47 0.51 124.02 0.70 0.68 0.01 - - - - - - 0.69 13.50 0.60 124.00 0.68 0.68 0.00 - - - - - ----- 0.68 13.53 0.49 123.99 0.68 0.68 - - - - - - - 0.68 13.57 0.48 123.97 0.68 0.67 - - -- ---- - - - 0.67 13.60 0.47 123.94 0.68 0.67 - - - - - - - 0.67 13.63 0.46 123.92 0.68 0.67 - - - - - - - 0.67 13.67 0.45 123.90 0.68 0.66 - - --- - - -- -- 0.66 13.70 0.44 123.88 0.68 0.66 -- -- - - ---- - -- 0.66 13.73 0.43 123.85 0.68 0.66 - - - - ---- - - 0.66 13.77 0.42 123.83 0.68 0.65 ----- - - - - -- ----- 0.65 13.80 0.41 123.80 0.68 0.65 - - - - - - - 0.65 13.83 0.41 123.78 0.67 0.65 - - - - --- - - 0.65 13.87 0.40 123.75 0.67 0.64 ----- ---- - ----- -- ---- --- 0.64 13.90 0.39 123.72 0.66 0.64 - - - --- - -- - 0.64 13.93 0.38 123.70 0.65 0.64 - - - - - - - 0.64 13.97 0.38 123.67 0.64 0.63 - - --- - - -- - 0.63 14.00 0.37 123.64 0.64 0.63 - - - - - ----- ---- 0.63 14.03 0.36 123.61 0.63 0.63 - - - ----- - ---- - 0.63 14.07 0.36 123.58 0.63 0.62 - -- - - - -- - 0.62 14.10 0.34 123.55 0.62 0.62 -- - - - - - - 0.62 14.13 0.33 123.52 0.62 0.61 ---- - - - ---- - - 0.61 14.17 0.32 123.49 0.62 0.61 - - - - - ---- ----- 0.61 14.20 0.32 123.46 0.62 0.61 - - - - - - - 0.61 14.23 0.31 123.43 0.62 0.60 - - - - --- - - 0.60 14.27 0.30 123.40 0.62 0.60 -- -- ---- --- - - - 0.60 14.30 0.30 123.37 0.61 0.59 - - - -- - - ---- 0.59 14.33 0.29 123.33 0.61 0.59 - - - - - - - 0.59 14.37 0.29 123.30 0.60 0.58 - -- - -- - - - 0.58 14.40 0.28 123.27 0.59 0.58 - - - - - - - 0.58 14.43 0.28 123.24 0.58 0.57 - - - - ----- - - 0.57 14.47 0.27 123.21 0.57 0.57 - - - - - - ---- 0.57 14.50 0.27 123.17 0.57 0.57 - - - - - - - 0.57 14.53 0.27 123.14 0.57 0.56 - - - - - - - 0.56 14.57 0.26 123.11 0.57 0.56 - - - - ----- - - 0.56 14.60 0.26 123.08 0.57 0.55 - - - - - - - 0.55 14.63 0.26 123.05 0.57 0.55 - - - - - ----- - 0.55 14.67 0.26 123.02 0.57 0.54 -- - -- - - - - 0.54 14.70 0.25 122.99 0.57 0.54 - - - - - - - 0.54 14.73 0.25 122.96 0.56 0.53 - - - - - - - 0.53 14.77 0.25 122.93 0.55 0.53 ----- - - ----- ----- - - 0.53 Continues on next page... basin 3 Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.80 0.25 122.90 0.54 0.52 - - - - - - - 0.52 14.83 0.24 122.87 0.54 0.52 ---- - - - - - - 0.52 14.87 0.24 122.84 0.53 0.51 - - - - - - - 0.51 14.90 0.24 122.81 0.52 0.51 - - - - - - - 0.51 14.93 0.24 122.78 0.51 0.50 - - - - - - 0.50 14.97 0.23 122.75 0.51 0.50 - - - - - - - 0.50 15.00 0.23 122.72 0.50 0.49 - - - - - - - 0.49 15.03 0.23 122.69 0.49 0.49 - - - - -- - - 0.49 15.07 0.23 122.67 0.49 0.48 - - - - - - - 0.48 15.10 0.22 122.64 0.48 0.48 - - - - - ----- - 0.48 15.13 0.22 122.61 0.48 0.47 - - - - - - - 0.47 15.17 0.22 122.58 0.47 0.47 - ---- - - -- - - 0.47 ...End Hydrograph Report Page 1 Hydraflow f ydrographs by Intelisolve Hyd. No. 5 basin 3 Hydrograph type = Reservoir Peak discharge = 2.97 cfs Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 4 Reservoir name = basin 3 Max. Elevation = 124.88 ft Max. Storage = 4,965 cuft Storage Indication method used. Outflow hydrograph volume=20,136 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cis cfs cfs cfs cfs cfs cfs cis cfs cfs 11.93 2.50 123.46 0.62 0.61 - - - - - - - 0.61 11.97 3.04 123.69 0.65 0.64 - - - - - - - 0.64 12.00 3.91 124.00 0.68 0.68 - -- - -- - - - 0.68 12.03 4.81 124.23 0.96 0.69 0.24 - - - - - - 0.93 12.07 5.22<< 124.47 1.58 0.69 0.88 - - - - - - 1.56 12.10 4.93 124.67 2.27 0.67 1.60 - - - -- - - 2.27 12.13 4.21 124.80 2.75 0.66 2.08 - - - - - 2.75 12.17 3.44 124.87 2.93 0.66 2.27 - - - - - - 2.93 12.20 2.88 124.88<< 2.97 0.66 2.31 - - - --- --- - 2.97<< 12.23 2.55 124.86 2.93 0.66 2.27 - - - - ----- - 2.93 12.27 2.35 124.84 2.84 0.66 2.18 - -- - - - - 2.84 12.30 2.21 124.80 2.75 0.66 2.09 - - - - - -- 2.75 12.33 2.06 124.77 2.62 0.66 1.96 - - - - - - 2.62 12.37 1.91 124.73 2.49 0.66 1.82 - - - - - - 2.49 12.40 1.76 124.69 2.35 0.67 1.69 - - - - - - 2.35 12.43 1.60 124.66 2.21 0.67 1.54 - - - - - --- 2.21 12.47 1.45 124.62 2.07 0.67 1.40 - - - - - - 2.07 12.50 1.30 124.58 1.93 0.67 1.26 - - - - - - 1.93 12.53 1.16 124.54 1.80 0.68 1.11 - - - - - - 1.79 12.57 1.05 124.50 1.67 0.68 0.97 - - - - - - 1.66 12.60 0.98 124.46 1.55 0.69 0.84 - - - - ----- - 1.53 12.63 0.94 124.43 1.44 0.69 0.73 - - - - - ----- 1.42 12.67 0.92 124.40 1.35 0.70 0.63 - - - - - - 1.33 12.70 0.90 124.37 1.30 0.70 0.57 - - - - - - 1.27 12.73 0.88 124.35 1.24 0.70 0.52 - - - - - - 1.22 12.77 0.87 124.33 1.20 0.69 0.47 - - - - - - 1.17 12.80 0.85 124.31 1.15 0.69 0.43 - - - - - - 1.13 12.83 0.83 124.29 1.12 0.69 0.39 --- - - ----- - 1.09 12.87 0.81 124.28 1.08 0.69 0.36 - - - - - - 1.05 12.90 0.80 124.26 1.05 0.69 0.32 - - - - - 1.02 12.93 0.78 124.25 1.02 0.69 0.29 - - - - - - 0.98 12.97 0.76 124.24 0.99 0.69 0.26 - - - - - - 0.96 13.00 0.74 124.22 0.96 0.69 0.23 - - - - - ----- 0.93 13.03 0.73 124.21 0.93 0.69 0.21 --- - - - ----- - 0.90 13.07 0.71 124.20 0.91 0.69 0.18 - - - - - 0.88 13.10 0.70 124.19 0.89 0.69 0.17 - - - - - - 0.86 13.13 0.69 124.18 0.88 0.69 0.16 - - - - - - 0.85 13.17 0.69 124.17 0.87 0.69 0.15 - - - - - - 0.84 Continues on next page... basin 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cis cfs cfs 13.20 0.68 124.16 0.86 0.69 0.14 - - - - - - 0.83 13.23 0.68 124.15 0.85 0.69 0.14 - - - - - - 0.82 13.27 0.67 124.14 0.84 0.69 0.13 - - - - - - 0.82 13.30 0.66 124.13 0.83 0.69 0.12 - - - - - - 0.81 13.33 0.65 124.12 0.82 0.69 0.11 - - - - - - 0.80 13.37 0.64 124.11 0.81 0.69 0.10 - - - - - - 0.79 13.40 0.63 124.10 0.80 0.69 0.09 - - - - - - 0.78 13.43 0.62 124.10 0.79 0.68 0.08 - - - - - - 0.77 13.47 0.61 124.09 0.77 0.68 0.08 - - - - - - 0.76 13.50 0.60 124.08 0.76 0.68 0.07 - - - - - - 0.75 13.53 0.59 124.07 0.75 0.68 0.06 - - - - - - 0.74 13.57 0.57 124.06 0.74 0.68 0.05 - - - - - - 0.73 13.60 0.56 124.05 0.73 0.68 0.04 - - - - - - 0.72 13.63 0.55 124.04 0.72 0.68 0.03 - - - - - - 0.71 13.67 0.54 124.03 0.71 0.68 0.02 - --- - - - - 0.70 13.70 0.53 124.02 0.70 0.68 0.01 - - - - - - 0.69 13.73 0.52 124.00 0.69 0.68 0.00 - - - - - - 0.68 13.77 0.51 123.99 0.68 0.68 - - - - - - - 0.68 13.80 0.50 123.97 0.68 0.67 - - ---- - - - - 0.67 13.83 0.49 123.95 0.68 0.67 - - - - - - 0.67 13.87 0.48 123.93 0.68 0.67 ----- - - - - - - 0.67 13.90 0.47 123.91 0.68 0.67 - - - - - - - 0.67 13.93 0.46 123.89 0.68 0.66 - - - - - - - 0.66 13.97 0.45 123.87 0.68 0.66 - - --- - - - - 0.66 14.00 0.44 123.85 0.68 0.66 - - - - - - - 0.66 14.03 0.43 123.82 0.68 0.65 - -- -- - - - - 0.65 14.07 0.42 123.80 0.68 0.65 - - - - ---- - - 0.65 14.10 0.41 123.77 0.67 0.65 - - - - - - - 0.65 14.13 0.41 123.75 0.67 0.64 - - - - - - - 0.64 14.17 0.40 123.72 0.66 0.64 - - - - - -- - 0.64 14.20 0.40 123.70 0.65 0.64 - - - - -- - - 0.64 14.23 0.39 123.67 0.64 0.63 - - - -- - ----- ----- 0.63 14.27 0.38 123.64 0.64 0.63 - - - - - - - 0.63 14.30 0.38 123.62 0.63 0.63 - - - - - - - 0.63 14.33 0.37 123.59 0.63 0.62 - - - - - ---- - 0.62 14.37 0.37 123.56 0.62 0.62 - - - - - -- - 0.62 14.40 0.36 123.54 0.62 0.62 - - - - -- -- --- 0.62 14.43 0.35 123.51 0.62 0.61 - -- - - - ---- - 0.61 14.47 0.34 123.48 0.62 0.61 - ---- - - - ----- - 0.61 14.50 0.33 123.45 0.62 0.60 - - - - - - - 0.60 14.53 0.32 123.42 0.62 0.60 - - - - ----- - - 0.60 14.57 0.32 123.39 0.62 0.60 - - - - - - - 0.60 ...End Hydrograph Report Pap, Hydraflow FWrographs by Intelisolve Hyd. No. 5 basin 3 Hydrograph type = Reservoir Peak discharge = 3.50 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 4 Reservoir name = basin 3 Max. Elevation = 125.07 ft Max. Storage = 5,322 cuft Storage Indication method used. Outflow hydrograph volume=22,9W tuft 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) cfs ft eft cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.97 3.41 124.04 0.73 0.68 0.04 - - - - - -- 0.72 12.00 4.39 124.24 0.99 0.69 0.27 - - - - - - 0.96 12.03 5.38 124.47 1.59 0.69 0.89 -- ---- - ---- - - 1.57 12.07 5.83<< 124.70 2.39 0.67 1.72 - - -- - ---- - 2.39 12.10 5.51 124.89 3.01 0.66 2.36 - - - - -- - 3.01 12.13 4.69 125.02 3.37 0.65 2.71 - ----- -- - ----- ----- 3.37 12.17 3.82 125.07 3.49 0.65 2.84 - - - -- - 3.49 12.20 3.20 125.07<< 3.50 0.65 2.85 - - - - - ---- 3.50<< 12.23 2.82 125.04 3.43 0.65 2.78 - - - - - - 3.43 12.27 2.61 125.00 3.32 0.65 2.67 - -- - - - - 3.32 12.30 2.44 124.95 3.19 0.65 2.53 - -- - - - - 3.19 12.33 2.27 124.90 3.04 0.66 2.39 ----- - - -- - --- 3.04 12.37 2.11 124.85 2.90 0.66 2.24 - - - - - - 2.90 12.40 1.94 124.80 2.74 0.66 2.08 - - - - - - 2.74 12.43 1.77 124.75 2.56 0.66 1.90 - - - - -- - 2.56 12.47 1.60 124.70 2.38 0.67 1.71 - - - - - - 2.38 12.50 1.43 124.65 2.20 0.67 1.53 - - --- - - - 2.20 12.53 1.27 124.60 2.02 0.67 1.35 - -- - - -- - 2.02 12.57 1.15 124.56 1.87 0.68 1.19 - - - - - - 1.86 12.60 1.07 124.51 1.72 0.68 1.03 - - - - - - 1.71 12.63 1.03 124.47 1.60 0.69 0.90 - - - - - - 1.58 12.67 1.00 124.44 1.49 0.69 0.78 - - - - - - 1.47 12.70 0.98 124.41 1.40 0.69 0.68 - - - - - - 1.38 12.73 0.96 124.39 1.33 0.70 0.61 - - - - - - 1.31 12.77 0.94 124.37 1.29 0.70 0.56 - - - - - - 1.26 12.80 0.93 124.35 1.24 0.70 0.52 - - - - - - 1.22 12.83 0.91 124.33 1.20 0.69 0.48 - - - - - - 1.17 12.87 0.89 124.31 1.16 0.69 0.44 - -- - - - 1.14 12.90 0.87 124.30 1.13 0.69 0.41 ---- - - - - - 1.10 12.93 0.85 124.28 1.10 0.69 0.37 - - - - - - 1.07 12.97 0.83 124.27 1.06 0.69 0.34 - - - - - - 1.03 13.00 0.81 124.26 1.03 0.69 0.31 - - - - - - 1.00 13.03 0.79 124.25 1.01 0.69 0.28 - - - - - -- 0.98 13.07 0.77 124.23 0.98 0.69 0.26 - - - - - ----- 0.95 13.10 0.76 124.22 0.96 0.69 0.23 - - - - - --=-- 0.92 13.13 0.75 124.21 0.93 0.69 0.21 -- - - - -- - 0.90 13.17 0.75 124.20 0.91 0.69 0.19 - - - - ----- ----- 0.88 13.20 0.74 124.20 0.90 0.69 0.17 - - - - - ----- 0.87 Continues on next page... basin 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cis cfs cis cfs cfs 13.23 0.74 124.19 0.89 0.69 0.17 - - - - - - 0.86 13.27 0.73 124.18 0.88 0.69 0.16 - - - - - - 0.85 13.30 0.72 124.17 0.87 0.69 0.15 - - - - - - 0.84 13.33 0.72 124.16 0.86 0.69 0.15 - - - - - - 0.84 13.37 0.71 124.16 0.85 0.69 0.14 - - - - - - 0.83 13.40 0.70 124.15 0.85 0.69 0.13 - - - - - - 0.82 13.43 0.70 124.14 0.84 0.69 0.13 - - - ----- - - 0.81 13.47 0.69 124.13 0.83 0.69 0.12 - -- -- ----- ----- - 0.81 13.50 0.68 124.13 0.82 0.69 0.11 - - - - - - 0.80 13.53 0.68 124.12 0.81 0.69 0.11 - - - - -- - 0.79 13.57 0.67 124.11 0.80 0.69 0.10 - - - - - - 0.79 13.60 0.66 124.10 0.80 0.69 0.09 - - ---- - - ----- 0.78 13.63 0.65 124.10 0.79 0.68 0.09 - -- ---- - - 0.77 13.67 0.64 124.09 0.78 0.68 0.08 - - -- - - ----- 0.76 13.70 0.63 124.08 0.77 0.68 0.07 - - ---- - - - 0.76 13.73 0.62 124.07 0.76 0.68 0.06 - - - -- -- - 0.75 13.77 0.61 124.06 0.75 0.68 0.06 - - - - ---- ---- 0.74 13.80 0.59 124.06 0.74 0.68 0.05 - --- - - -- - 0.73 13.83 0.58 124.05 0.73 0.68 0.04 - - - -- - - 0.72 13.87 0.57 124.04 0.72 0.68 0.03 - - -- - - 0.71 13.90 0.56 124.03 0.71 0.68 0.03 - - ----- - - - 0.70 ...End APPENDIX I TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 2 ------------------------------------------------------------------------------- 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 .01 a 0.020 Open Channel 25 2 0.003 Time of Concentration = 0 .02* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 °s 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 RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 2 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 750-o - 0 .26 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 0 .66 (98) - - Total Area (by Hydrologic Soil Group) .92 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .92 Acres WEIGHTED CURVE NUMBER: 88* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : WENTWORTH PARK User: GBS Date: 09/16/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS 9-28-04 to basin 2 Data: Drainage Area .92 * Acres Runoff Curve Number 88 * Time of Concentration: 0 .02 * Hours Rainfall Type I I I 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 .09 0 .06 0 .05 0 .04 0 .04 Used 0 .10 0 .10 0 .10 0 .10 0 .10 Runoff (in) 2 .00 3 .38 4.15 4 .82 5 .50 Unit Peak Discharge 1.134 1.134 1 .134 1.134 1 .134 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1. 00 1.00 1 .00 0.0 Ponds Used Peak Discharge (cfs) 2 4 4 5 6 ----------------------------------------------------------- ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX J Reservoir Report Page , Reservoir No. 7 - basin 2(northwest rev4 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Conic method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuff) 0.00 120.00 108 0 0 2.00 122.00 624 661 661 4.00 124.00 1,173 1,768 2,429 6.00 126.00 2,256 3,370 5,799 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] ICI [D] Rise in = 12.0 6.0 10.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 12.0 6.0 10.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 121.00 121.00 124.00 0.00 Weir Type = - - - - Length ft = 110.0 1.0 1.0 0.0 Multi-Stage = No No No No Slope% = 4.55 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 No No EAItration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cuft It cis cis cis cfs cis cfs cis afs cis cis 0.00 0 120.00 0.00 0.00 0.00 - - - - - - 0.00 2.00 661 122.00 0.74 0.72 0.00 - - - - - -- 0.72 4.00 2,429 124.00 1.48 1.45 0.00 - - - - - - 1.45 6.00 5,799 126.00 1.95 1.95 3.30 - - - - - - 5.25 APPENDIX K Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Hydrograph type = Reservoir Peak discharge = 1.01 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 6 Reservoir name = basin 2 (northwes Max. Elevation = 122.65 ft Max. Storage = 1,233 cuft Storage Indication method used. Outflow hydrograph volume=5,922 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D EAU Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.23 0.12 121.22 0.11 0.11 - - - - -- - - 0.11 11.27 0.13 121.22 0.11 0.11 - - - - ----- - - 0.11 11.30 0.14 121.23 0.12 0.12 --- ---- --- ---- -- -- --- 0.12 11.33 0.14 121.23 0.13 0.13 - - - - - - - 0.13 11.37 0.15 121.24 0.13 0.13 - - - -- -- -- - 0.13 11.40 0.15 121.25 0.14 0.14 - - - - - -- --- 0.14 11.43 0.16 121.25 0.14 0.14 --- - - - - --- -- 0.14 11.47 0.17 121.26 0.15 0.15 - - - ----- -- -- --- 0.15 11.50 0.17 121.26 0.16 0.16 ---- --- ---- ---- ----- ----- ---- 0.16 11.53 0.18 121.27 0.16 0.16 - - - - - - - 0.16 11.57 0.21 121:28 0.17 0.17 - - - - - --- - 0.17 11.60 0.24 121.29 0.19 0.19 - -- - -- -- ---- ----- 0.19 11.63 0.29 121.32 0.21 0.21 --_ ___ ____ _-_ ----- ____ -_ 0.21 11.67 0.34 121.35 0.25 0.25 - - - - - ----- - 0.25 11.70 0.40 121.38 0.29 0.29 --- ---- --- --- ---- --- --- 0.29 11.73 0.45 121.43 0.33 0.33 - - - - - -- - 0.33 11.77 0.51 121.48 0.37 0.37 -- - - - - - - 0.37 11.80 0.57 121.53 0.42 0.42 - - -- - - -- - 0.42 11.83 0.63 121.59 0.47 0.47 ----- - - - - ---- - 0.47 11.87 0.70 121.65 0.52 0.51 --- -- - - - ---- - 0.51 11.90 0.77 121.72 0.57 0.56 ---- ---- -- --- -__ _- ___ 0.56 11.93 0.88 121.81 0.63 0.61 - - - - - - 0.61 11.97 1.12 121.94 0.70 0.68 - - - - - - - 0.68 12.00 1.53 122.06 0.76 0.75 - -- - - - -- - 0.75 12.03 1.93 122.19 0.81 0.81 - -- - ----- ----- -- - 0.81 12.07 2.08<< 122.35 0.90 0.88 - - - --- - - ----- 0.88 12.10 1.88 122.49 0.96 0.95 --- -- - -- -_- --- - 0.95 12.13 1.50 122.59 0.99 0.99 - - -- - - -- - 0.99 12.17 1.18 122.64 1.01 1.01 - - - - - - - 1.01 12.20 1.00 122.65 << 1.01 1.01 --- - - -- - - - 1.01 << 12.23 0.91 122.64 1.01 1.01 - ---= - -- ----- -- -- 1.01 12.27 0.85 122.62 1.00 1.00 - - - - - - - 1.00 12.30 0.79 122.60 0.99 0.99 ---_ -_ __- _- _____ -_ -_-_ 0.99 12.33 0.72 122.57 0.98 0.98 - - - - - ----- - 0.98 12.37 0.66 122.53 0.97 0.96 - - - - - - 0.96 12.40 0.60 122.49 0.96 0.94 -- ---- -- - - - - 0.94 12.43 0.53 122.44 0.94 0.92 --- - - ----- -- -- - 0.92 12.47 0.47 122.38 0.92 0.90 ----- -__ - -- -- --- -- 0.90 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.50 0.40 122.32 0.88 0.87 - - - - ---- ----- ----- 0.87 12.53 0.34 122.25 0.84 0.84 - - - - ----- - -- 0.84 12.57 0.30 122.18 0.81 0.81 - - -- --- ----- -- ---- 0.81 12.60 0.27 122.12 0.78 0.77 - - - -- - - - 0.77 12.63 0.26 122.05 0.76 0.74 - - - - - - - 0.74 12.67 0.25 121.96 0.72 0.70 - - - - --- - -- 0.70 12.70 0.25 121.81 0.63 0.62 - - - ---- - - - 0.62 12.73 0.24 121.69 0.55 0.54 - -- - - - - - 0.54 12.77 0.23 121.60 0.48 0.48 - - --- ----- --- -- - 0.48 12.80 0.23 121.52 0.41 0.41 - - - - - - - 0.41 12.83 0.22 121.46 0.36 0.36 - - - - ---- - - 0.36 12.87 0.21 121.42 0.32 0.32 - - - - - - - 0.32 12.90 0.21 121.38 0.29 0.29 - --- - ---- --- - - 0.29 12.93 0.20 121.36 0.26 0.26 ---- - - - - - - 0.26 12.97 0.19 121.34 0.24 0.24 --- -- _-_ _- _____ __ _ _- 0.24 13.00 0.19 121.32 0.22 0.22 - - - - - - - 0.22 13.03 0.18 121.31 0.21 0.21 - - - ----- - - - 0.21 13.07 0.17 121.30 0.20 0.20 ----- - - - - ---- -- 0.20 13.10 0.17 121.29 0.19 0.19 -- - - - - ---- - 0.19 13.13 0.17 121.29 0.18 0.18 --- - - -- - - 0.18 13.17 0.17 121.28 0.18 0.18 -- --- -- --- -- --- -- 0.18 13.20 0.16 121.28 0.17 0.17 - - - -- - - ---- 0.17 13.23 0.16 121.28 0.17 0.17 - - - - - -- - 0.17 13.27 0.16 121.27 0.17 0.17 - - - - - - -- 0.17 13.30 0.16 121.27 0.17 0.17 -- -- - -- -- - - 0.17 13.33 0.16 121.27 0.16 0.16 - - - - - -- -- 0.16 13.37 0.16 121.27 0.16 0.16 -- -- - -- - -- --- 0.16 13.40 0.15 121.27 0.16 0.16 - - - - - - - 0.16 13.43 0.15 121.26 0.16 0.16 -- - - - - -- - 0.16 13.47 0.15 121.26 0.16 0.16 - - ----- -- - --- - 0.16 13.50 0.15 121.26 0.15 0.15 - - --- ---- - - - 0.15 13.53 0.15 121.26 0.15 0.15 - - - - - -- - 0.15 13.57 0.15 121.26 0.15 0.15 --- --- -- -- ---- -- - 0.15 13.60 0.14 121.25 0.15 0.15 - - - - - -- - 0.15 13.63 0.14 121.25 0.15 0.15 - - -- - - - - 0.15 13.67 0.14 121.25 0.14 0.14 -- - - -- - - --- 0.14 13.70 0.14 121.25 0.14 0.14 - - - - ----- -- ---- 0.14 13.73 0.14 121.25 0.14 0.14 - - - - - - - 0.14 13.77 0.13 121.25 0.14 0.14 - ---- -- -- - --- -- 0.14 13.80 0.13 121.24 0.14 0.14 - - - - - - - 0.14 13.83 0.13 121.24 0.14 0.14 - - - - - - 0.14 13.87 0.13 121.24 0.13 0.13 - - - -- ----- - - 0.13 13.90 0.13 121.24 0.13 0.13 - - - ---- - --- -- 0.13 13.93 0.12 121.24 0.13 0.13 - -- - ----- - - - 0.13 13.97 0.12 121.24 0.13 0.13 - - - - -- --- --- 0.13 14.00 0.12 121.23 0.13 0.13 - - - - - - -- 0.13 14.03 0.12 121.23 0.12 0.12 - - - - - - -- 0.12 14.07 0.12 121.23 0.12 0.12 - - - - - - - 0.12 14.10 0.12 121.23 0.12 0.12 - - - - - - - 0.12 14.13 0.12 121.23 0.12 0.12 ----- - - - - - - 0.12 14.17 0.11 121.23 0.12 0.12 - - - -- -- - - 0.12 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.20 0.11 121.23 0.12 0.12 - - - - - - - 0.12 14.23 0.11 121.22 0.12 0.12 -- - -- - ----- - - 0.12 14.27 0.11 121.22 0.11 0.11 -- ----- ----- -- ----- ---- --- 0.11 14.30 0.11 121.22 0.11 0.11 - - - - ---- - - 0.11 14.33 0.11 121.22 0.11 0.11 - - - - - - - 0.11 14.37 0.11 121.22 0.11 0.11 - - - - - -- - 0.11 14.40 0.11 121.22 0.11 0.11 ---- - - - -- - - 0.11 14.43 0.11 121.22 0.11 0.11 --- -- ----- - ----- --- ----- 0.11 14.47 0.11 121.22 0.11 0.11 - ----- -- --- ---- --- --- 0.11 14.50 0.11 121.22 0.11 0.11 - - - - ----- - - 0.11 14.53 0.11 121.22 0.11 0.11 - - - - ----- - - 0.11 14.57 0.10 121.22 0.11 0.11 - - - ----- - - -- 0.11 14.60 0.10 121.22 0.11 0.11 ----- -- ----- --- - - ---- 0.11 14.63 0.10 121.21 0.10 0.10 --- - ----- ----- -- - ---- 0.10 14.67 0.10 121.21 0.10 0.10 -- --- ----- --- - --- ---- 0.10 14.70 0.10 121.21 0.10 0.10 - - - ---- ---- - - 0.10 14.73 0.10 121.21 0.10 0.10 - ---- - - - - - 0.10 14.77 0.10 121.21 0.10 0.10 - - -- - - ----- - 0.10 ...End Hydrograph Report ftge1 Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Hydrograph type = Reservoir Peak discharge = 1.39 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 6 Reservoir name = basin 2 (northwes Max. Elevation = 123.77 ft Max. Storage = 2,227 cult Storage Indication method used. Outflow hydrograph volume=10,267 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.60 0.15 121.25 0.14 0.14 - - - - - -- - 0.14 10.63 0.15 121.25 0.14 0.14 --- -- - -- -- - - 0.14 10.67 0.15 121.25 0.15 0.15 -- ---- - --- - --- -- 0.15 10.70 0.16 121.26 0.15 0.15 - - - - - - - 0.15 10.73 0.16 121.26 0.15 0.15 - - - -- - - - 0.15 10.77 0.16 121.26 0.16 0.16 - -- ---- - - - - 0.16 10.80 0.17 121.26 0.16 0.16 - ----- - -- -- - - 0.16 10.83 0.17 121.27 0.16 0.16 - --- - - - - - 0.16 10.87 0.17 121.27 0.16 0.16 -__ ___ _ ___ ___ - ___ _____ 0.16 10.90 0.18 121.27 0.17 0.17 - - - -- - ---- - 0.17 10.93 0.18 121.28 0.17 0.17 - - - -- - - - 0.17 10.97 0.18 121.28 0.17 0.17 - -- - -- ---- -- 0.17 11.00 0.18 121.28 0.18 0.18 ----- ----- -- ---- ---- --- ----- 0.18 11.03 0.19 121.28 0.18 0.18 ----- ---- ----- ---- -- -- ---- 0.18 11.07 0.19 121.29 0.18 0.18 ---- --- -- ----- -- ----- -- 0.18 11.10 0.20 121.29 0.19 0.19 - - - - - - - 0.19 11.13 0.21 121.30 0.19 0.19 - - - - ----- - - 0.19 11.17 0.22 121.30 0.20 0.20 - - - - - - - 0.20 11.20 0.23 121.31 0.21 0.21 - - - - - -- - 0.21 11.23 0.24 121.32 0.22 0.22 - -- - - - _- - 0.22 11.27 0.25 121.33 0.23 0.23 -- -- ----- --- - ---- --- 0.23 11.30 0.26 121.34 0.23 0.23 - - ----- - - - 0.23 11.33 0.27 121.34 0.24 0.24 -- - - - - - - 0.24 11.37 0.28 121.35 0.25 0.25 - ----- - - - - - 0.25 11.40 0.29 121.36 0.26 0.26 - ---- - - - - - 0.26 11.43 0.30 121.37 0.27 0.27 - - - -- - -- - 0.27 11.47 0.31 121.38 0.28 0.28 - -- -- -- -- --- -- 0.28 11.50 0.32 121.39 0.29 0.29 - -- - -- - --- - 0_29 11.53 0.34 121.40 0.31 0.31 - - - - - ---- - 0.31 11.57 0.38 121.42 0.32 0.32 - - - - - -- - 0.32 11.60 0.45 121.45 0.35 0.35 - --= - - - - - 0.35 11.63 0.53 121.49 0.39 0.39 - - - - - - ----- 0.39 11.67 0.62 121.55 0.44 0.44 - 0.44 11.70 0.72 121.63 0.50 0.50 - - - - - --- - 0.50 11.73 0.81 121.71 0.56 0.55 - - - ----- - - 0.55 11.77 0.91 121.82 0.63 0.62 - - ----- - - - - 0.62 11.80 1.01 121.93 0.70 0.68 - - - ----- --- - - 0.68 11.83 1.12 122.02 0.75 0.73 ---- -- -- -- ---- - ---- 0.73 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExH1 Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs efs cfs cfs cfs 11.87 1.23 122.08 0.77 0.76 ----- --- --- ----- -- ----- -- 0.76 11.90 1.33 122.15 0.80 0.79 ---- - - - - - - 0.79 11.93 1.52 122.23 0.83 0.83 -- ---- -- --- -- --- -- 0.83 11.97 1.92 122.35 0.90 0.88 - - - - - - - 0.88 12.00 2.59 122.53 0.97 0.96 - --- ----- - - - - 0.96 12.03 3.25 122.79 1.06 1.06 - - ----- - - ----- - 1.06 12.07 3.47<< 123.09 1.17 1.17 - - - - - - - 1.17 12.10 3.11 123.37 1.27 1.27 - -- -- -- - - - 1.27 12.13 2.47 123.58 1.33 1.33 - -- --- -- ---- --- --- 1.33 12.17 1.92 123.69 1.37 1.36 - - - - - - - 1.36 12.20 1.62 123.74 1.39 1.38 - - - - - - - 1.38 12.23 1.47 123.77 1.40 1.39 - ----- - ---- - - - 1.39 12.27 1.37 123.77<< 1.40 1.39 - -- - - - - - 1.39<< 12.30 1.27 123.76 1.39 1.39 ----- --- -- - - -- - 1.39 12.33 1.16 123.74 1.39 1.38 -- -- -- -- --- --- - 1.38 12.37 1.06 123.70 1.37 1.37 - - -- - - - - 1.37 12.40 0.96 123.66 1.36 1.35 - ----- - - - - - 1.35 12.43 0.85 123.60 1.34 1.34 - - - -- ---- - - 1.34 12.47 0.74 123.52 1.31 1.31 - - - ---- - - - 1.31 12.50 0.64 123.44 1.29 1.29 -- --- ----- - --- - 1.29 12.53 0.54 123.35 1.26 1.26 ---- ----- ----- --- --- - -- 1.26 12.57 0.47 123.25 1.22 1.22 - - - - - - - 1.22 12.60 0.43 123.15 1.19 1.19 - - - - - -- - 1.19 12.63 0.42 123.04 1.15 1.15 - - -- - -- -- 1.15 12.67 0.40 122.95 1.12 1.12 - - - - -- -- - 1.12 12.70 0.39 122.85 1.09 1.08 -- - ----- - - - - 1.08 12.73 0.38 122.76 1.05 1.05 -- ---- -- -- --_ - ____ 1.05 12.77 0.37 122.67 1.02 1.02 - ---- - - - - - 1.02 12.80 0.36 122.58 0.99 0.98 - - -- - - - - 0.98 12.83 0.35 122.50 0.96 0.95 - - -- - - - - 0.95 12.87 0.34 122.42 0.93 0.92 -- _- - - - - - 0.92 12.90 0.33 122.34 0.89 0.88 - - - - - --- - 0.88 12.93 0.32 122.27 0.85 0.85 --- -- --- --- ---- --- -- 0.85 12.97 0.30 122.20 0.81 0.81 - - - - - ---- - 0.81 13.00 0.29 122.13 0.79 0.78 - - -- - - - - 0.78 13.03 0.28 122.07 0.76 0.75 -- ----- - - - --- --- 0.75 13.07 0.27 122.00 0.74 0.72 ---- - - - -- - - 0.72 13.10 0.27 121.86 0.66 0.64 - - - -- - - --- 0.64 13.13 0.27 121.74 0.58 0.57 ----- --- - - -- - ----- 0.57 13.17 0.26 121.64 0.51 0.51 - - - - - - - 0.51 13.20 0.26 121.56 0.45 0.45 - - - - - - 0.45 13.23 0.26 121.50 0.39 0.39 - - - - - - - 0.39 13.27 0.25 121.46 0.36 0.36 - -- - - -- - - 0.36 13.30 0.25 121.43 0.33 0.33 - -- - - ---- - - 0.33 13.33 0.25 121.40 0.31 0.31 - -- - - - - - 0.31 13.37 0.25 121.39 0.29 0.29 - - - - - - - 0.29 13.40 0.24 121.37 0.27 0.27 - - - ----- - - - 0.27 13.43 0.24 121.36 0.26 0.26 - - - - - - - 0.26 13.47 0.24 121.36 0.26 0.26 - - - - - - - 0.26 13.50 0.23 121.35 0.25 0.25 - -- - - - - - 0.25 13.53 0.23 121.34 0.24 0.24 --- ---- ----- ----- - --- - 0.24 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 ExHI Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.57 0.23 121.34 0.24 0.24 - - - ---- - ---- - 0.24 13.60 0.23 121.34 0.24 0.24 =---- - - - ---- - - 0.24 13.63 0.22 121.33 0.23 0.23 --- - ----- -- ---- -- -- 0.23 13.67 0.22 121.33 0.23 0.23 - - - - - - - 0.23 13.70 0.22 121.33 0.23 0.23 - ----- - - - - - 0.23 13.73 0.21 121.32 0.22 0.22 - - - - --- - - 0.22 13.77 0.21 121.32 0.22 0.22 - - - - ---- -- - 0.22 13.80 0.21 121.32 0.22 0.22 - - - - ----- -- - 0.22 13.83 0.21 121.32 0.21 0.21 -- -- --- -- -- - -- 0.21 13.87 0.20 121.31 0.21 0.21 - - - - - - - 0.21 13.90 0.20 121.31 0.21 0.21 - -- - - - - - 0.21 13.93 0.20 121.31 0.20 0.20 - - - - - ----- - 0.20 13.97 0.19 121.30 0.20 0.20 - --- - - - - 0.20 14.00 0.19 121.30 0.20 0.20 -- --- - -- - -- - 0.20 14.03 0.19 121.30 0.19 0.19 -- -- -- -- -- -- -- 0.19 14.07 0.19 121.30 0.19 0.19 - - --- - - - - 0.19 14.10 0.18 121.29 0.19 0.19 - - - - - --- - 0.19 14.13 0.18 121.29 0.19 0.19 ----- ----- - --- -- ----- - 0.19 14.17 0.18 121.29 0.19 0.19 - - - - - -- - 0.19 14.20 0.18 121.29 0.18 0.18 --- ---- - - - - 0.18 14.23 0.18 121.29 0.18 0.18 --- --- --- --- ---- ---- --- 0.18 14.27 0.18 121.28 0.18 0.18 - - - - - - - 0.18 14.30 0.17 121.28 0.18 0.18 - - - - - - - 0.18 14.33 0.17 121.28 0.18 0.18 -- - - - - - -- 0.18 14.37 0.17 121.28 0.18 0.18 ----- - ---- -- -- - -- 0.18 14.40 0.17 121.28 0.17 0.17 -- - - - ----- - - 0.17 14.43 0.17 121.28 0.17 0.17 -- -- -- ---- ----- --- ---- 0.17 14.47 0.17 121.28 0.17 0.17 ---- - - -- - - - 0.17 14.50 0.17 121.28 0.17 0.17 -- - - - - - - 0.17 14.53 0.16 121.27 0.17 0.17 - - - - -- --- - 0.17 14.57 0.16 121.27 0.17 0.17 --- - - - - - - 0.17 14.60 0.16 121.27 0.17 0.17 -- - - ---- -- - - 0.17 14.63 0.16 121.27 0.16 0.16 ---- --- - --- --- -_ -- 0.16 14.67 0.16 121.27 0.16 0.16 - - - - - - ---- 0.16 14.70 0.16 121.27 0.16 0.16 - - - - - - - 0.16 14.73 0.16 121.27 0.16 0.16 -- -- - ----- -- - - 0.16 14.77 0.15 121.26 0.16 0.16 - - - - -- - -- 0.16 14.80 0.15 121.26 0.16 0.16 ---- - - -- - - -- 0.16 14.83 0.15 121.26 0.16 0.16 -- -- - -- ---- --- ----- 0.16 14.87 0.15 121.26 0.15 0.15 - - - - - - - 0.15 14.90 0.15 121.26 0.15 0.15 - - - - ---- - 0.15 14.93 0.15 121.26 0.15 0.15 - - - - - ---- - 0.15 14.97 0.15 121.26 0.15 0.15 - - - - ----- - -- 0.15 15.00 0.14 121.26 0.15 0.15 - - - - - - ---- 0.15 15.03 0.14 121.25 0.15 0.15 ----- --- - -- -- ---- --- 0.15 15.07 0.14 121.25 0.15 0.15 - - - - - - - 0.15 15.10 0.14 121.25 0.14 0.14 - - - - - --- - 0.14 15.13 0.14 121.25 0.14 0.14 -- - - - -- - - 0.14 15.17 0.14 121.25 0.14 0.14 - - - - - - - 0.14 15.20 0.14 121.25 0.14 0.14 ---- -- -- - - -- -- 0.14 ...End Hydrograph Report Pagel Hydraflow"rographs by Intelisolve Hyd. No. 11 Hydrograph type = Reservoir Peak discharge = 1.60 cfs Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 6 Reservoir name = basin 2 (northwes Max. Elevation = 124.23 ft Max. Storage = 2,817 cuft Storage Indication method used. Outflow hydrograph volume=12,649 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EXfJI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.40 0.17 121.27 0.16 0.16 - - - - - -- - 0.16 10.43 0.17 121.27 0.17 0.17 - - - - - -- - 0.17 10.47 0.18 121.27 0.17 0.17 ----- --- - - -- - - 0.17 10.50 0.18 121.28 0.17 0.17 - - - - -- --- - 0.17 10.53 0.18 121.28 0.18 0.18 - - - --- - - - 0.18 10.57 0.19 121.28 0.18 0.18 - - - - - - - 0.18 10.60 0.19 121.29 0.18 0.18 -- - - - ----- -- - 0.18 10.63 0.20 121.29 0.19 0.19 - - -- - - - - 0.19 10.67 0.20 121.29 0.19 0.19 --- -- -- -- --- -- - 0.19 10.70 0.20 121.30 0.19 0.19 - - - ---- - ----- - 0.19 10.73 0.21 121.30 0.20 0.20 -- - - -- - - - 0.20 10.77 0.21 121.30 0.20 0.20 - - --- -- ----- - -- 0.20 10.80 0.21 121.31 0.20 0.20 -- --- ---- -- --- ---- --- 0.20 10.83 0.22 121.31 0.21 0.21 - - - - --- -- - 0.21 10.87 0.22 121.31 0.21 0.21 -- - -- ---- ___ _-_ _- 0.21 10.90 0.22 121.32 0.21 0.21 - - - - - - -- 0.21 10.93 0.23 121.32 0.22 0.22 - - - - - --- -- 0.22 10.97 0.23 121.32 0.22 0.22 - - - - - - - 0.22 11.00 0.24 121.33 0.23 0.23 - - - - - - -- 0.23 11.03 0.24 121.33 0.23 0.23 - - - - - - - 0.23 11.07 0.25 121.34 0.23 0.23 -- --- -- - --- --- --- 0.23 11.10 0.26 121.34 0.24 0.24 - - - - - - - 0.24 11.13 0.27 121.35 0.25 0.25 -- ----- - - -- - - 0.25 11.17 0.28 121.36 0.26 0.26 - - - - - ---- - 0.26 11.20 0.29 121.36 0.27 0.27 ----- - - - - - - 0.27 11.23 0.30 121.37 0.28 0.28 - - --- - - - -- 0.28 11.27 0.31 121.38 0.29 0.29 -- -- --_ -- - -- -- 0.29 11.30 0.33 121.39 0.30 0.30 - - - - - - 0.30 11.33 0.34 121.41 0.31 0.31 - - ---- - - - - 0.31 11.37 0.35 121.42 0.32 0.32 - - - - - -- - 0.32 11.40 0.36 121.43 0.33 0.33 ----- - - - ---- -- - 0.33 11.43 0.38 121.44 0.34 0.34 - - - - - - - 0.34 11.47 0.39 121.46 0.35 0.35 -- - - - - - -- 0.35 11.50 0.40 121.47 0.W 0.W - - - - - - - 0,36 11.53 0.43 121.49 0.38 0.38 - - - - - - 0.38 11.57 0.48 121.51 0.40 0.40 - - - - - - - 0.40 11.60 0.56 121.55 0.43 0.43 - - - - - - - 0.43 11.63 0.67 121.60 0.48 0.48 - - -- - ---- - --- 0.48 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D EMI Outflow (hm) efs ft as ds ds cfs ds ds ds efs efs efs 11.67 0.78 121.68 0.54 0.53 - - - - - - - 0.53 11.70 0.89 121.78 0.61 0.60 - - - - - -- - 0.60 11.73 1.01 121.90 0.68 0.66 - - - - - - -- 0.66 11.77 1.13 122.01 0.74 0.72 - - - - - - - 0.72 11.80 1.26 122.07 0.77 0.75 - - - - - - - 0.75 11.83 1.38 122.15 0.80 0.79 - -- - - -- - - 0.79 11.87 1.51 122.24 0.83 0.83 - ----- ---- - - - ---- 0.83 11.90 1.64 122.33 0.89 0.88 - - -- -- - ---- - 0.88 11.93 1.86 122.45 0.94 0.93 -- ----- ----- --- -- --- - 0.93 11.97 2.35 122.60 0.99 0.99 - - - ----- ---- - - 0.99 12.00 3.15 122.84 1.08 1.08 - - - - ---- -- - 1.08 12.03 3.95 123.17 1.20 1.20 ---- - ---- - - -- -- 1.20 12.07 4.20<< 123.55 1.32 1.32 -- -- - -- - -- 1.32 12.10 3.76 123.90 1.44 1.43 - -- ---- - ----- ---- -- 1.43 12.13 2.98 124.08 1.51 1.48 0.03 - -- --- -- ----- --- 1.51 12.17 2.31 124.16 1.54 1.50 0.06 --- ---- ---- --- - -- 1.56 12.20 1.95 124.20 1.55 1.51 0.07 - -- - - - -- 1.58 12.23 1.77 124.22 1.55 1.51 0.08 --_- - _- ----- -- --- 1.60 12.27 1.65 124.23 << 1.55 1.52 0.08 --- - - -- ----- - 1.60 << 12.30 1.52 124.23 1.55 1.52 0.08 - - --- ---- - - 1.60 12.33 1.40 124.22 1.55 1.51 0.08 -- -- ___ ___ ____ ____ 1.59 12.37 1.27 124.20 1.55 1.51 0.07 --- - -- - - ---- 1.58 12.40 1.15 124.18 1.54 1.60 0.06 - - - -- - ---- 1.56 12.43 1.02 124.14 1.53 1.49 0.05 - - - --- - ---- 1.54 12.47 0.89 124.10 1.51 1.48 0.04 - - --- -- --- -- 1.52 12.50 0.76 124.05 1.50 1.47 0.02 -- - - - -- ---- 1.49 12.53 0.65 124.00 1.48 1.45 -- - -- - - --- -- 1.45 12.57 0.56 123.88 1.44 1.42 -_ - - -_ - - ----- 1.42 12.60 0.52 123.77 1.40 1.39 --- ----- - - - ---- - 1.39 12.63 0.50 123.65 1.36 1.35 - - - - -- -- - 1.35 12.67 0.48 123.54 1.32 1.32 -- ----- -- -- - -_--- - 1.32 12.70 0.47 123.42 1.28 1.28 ----- - - - - -- - 1.28 12.73 0.46 123.32 1.25 1.25 --- -- _____ _____ ____ _- __- 1.25 12.77 0.44 123.21 1.21 1.21 - - ---- - - - - 1.21 12.80 0.43 123.11 1.18 1.18 ---- ---- ----- --- ----- ----- - 1.18 12.83 0.42 123.01 1.14 1.14 -- --- _-- ----- ---- -- ---- 1.14 12.87 0.40 122.91 1.11 1.11 - - - -- - ----- - 1.11 12.90 0.39 122.82 1.07 1.07 - -- - - ----- ----- ----- 1.07 12.93 0.38 122.73 1.04 1.04 - -- --- ----- -- - -- 1.04 12.97 0.36 122.64 1.01 1.01 - ---- - - - - - 1.01 13.00 0.35 122.55 0.98 0.97 - - - - - - 0.97 13.03 0.34 122.47 0.95 0.94 -- - - - ----- - - 0.94 13.07 0.33 122.39 0.92 0.90 --- ---- ----- - -_--- -- - 0.90 13.10 0.32 122.31 0.88 0.87 - ---- - - ----- ---- ---- 0.87 13.13 0.32 122.24 0.84 0.83 - -- - ---- -- ----- ---- 0.83 13.17 0.31 122.17 0.80 0.80 - - - - - - - 0.80 13.20 0.31 122.11 0.78 0.77 ---_ -- --- - ---- ----- ---- 0.77 13.23 0.31 122.05 0.76 0.74 -- - ----- ----- - ---- - 0.74 13.27 0.30 121.98 0.73 0.71 --- ----- ---- ---- -- ---- ---- 0.71 13.30 0.30 121.84 0.65 0.63 - - - ---- - -- ----- 0.63 13.33 0.30 121.73 0.58 0.57 ----- -- _- __- ____ -- -- 0.57 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D EMI Outflow (hrs) ds ft cfs cfs cfs cfs ds ds ds cfs ds ds 13.37 0.29 121.65 0.51 0.51 - - - - - - -- 0.51 13.40 0.29 121.58 0.46 0.46 - -- - -- - - - 0.46 13.43 0.29 121.52 0.41 0.41 ---- -- --- - -- ----- ----- 0.41 13.47 0.28 121.48 0.38 0.38 - - - - - - - 0.38 13.50 0.28 121.45 0.35 0.35 - - - - - - - 0.35 13.53 0.28 121.43 0.33 0.33 - - - - -- - - 0.33 13.57 0.27 121.41 0.31 0.31 - -- - - - ----- -- 0.31 13.60 0.27 121.40 0.30 0.30 - -- -- - - -- -- 0.30 13.63 0.27 121.39 0.29 0.29 ---- - ---- ---- -- - -- 0.29 13.67 0.26 121.38 0.28 0.28 - - - - - - - 0.28 13.70 0.26 121.37 0.28 0.28 - - -- - - - - 0.28 13.73 0.26 121.37 0.27 0.27 - - - - - -- ----- 0.27 13.77 0.25 121.36 0.26 0.26 - -- -- - - . -- - 0.26 13.80 0.25 121.36 0.26 0.26 - -- -- - -- --- - 0.26 13.83 0.24 121.35 0.26 0.26 -- -- --- - -- - --- 0.26 13.87 0.24 121.35 0.25 0.25 - - - - - - - 0.25 13.90 0.24 121.35 0.25 0.25 - - - - - - - 0.25 13.93 0.23 121.34 0.24 0.24 - - - - -- - -- 0.24 13.97 0.23 121.34 0.24 0.24 - - -- - - - - 0.24 14.00 0.23 121.34 0.24 0.24 -- - - - -- - 0.24 14.03 0.22 121.33 0.23 0.23 --_ ___ -__ -_ ____ ____ _____ 0.23 14.07 0.22 121.33 0.23 0.23 - - - ---- - -- -- 0.23 14.10 0.22 121.33 0.23 0.23 - - - - - - - 0.23 14.13 0.22 121.32 0.22 0.22 - -- - - - - ----- 0.22 14.17 0.21 121.32 0.22 0.22 ---- --- ----- ---- ---- - --- - 0.22 14.20 0.21 121.32 0.22 0.22 - - - - -- - - 0.22 14.23 0.21 121.32 0.22 0.22 -- _____ _____ -__ ____ ___ _- 0.22 14.27 0.21 121.32 0.21 0.21 - -- - - - -- - 0.21 14.30 0.21 121.32 0.21 0.21 - - -- --- ---- - - 0.21 14.33 0.21 121.31 0.21 0.21 - - - - -- -- 0.21 14.37 0.20 121.31 0.21 0.21 - - - - -- ----- - 0.21 14.40 0.20 121.31 0.21 0.21 - - - - - - - 0.21 14.43 0.20 121.31 0.21 0.21 --- --- ---- --- --- -- - 0.21 14.47 0.20 121.31 0.20 0.20 - - - - - - ----- 0.20 14.50 0.20 121.31 0.20 0.20 - -- - - - - -- 0.20 14.53 0.20 121.30 0.20 0.20 - - - -- - - -- 0.20 14.57 0.19 121.30 0.20 0.20 - -- - -- -- - - 0.20 14.60 0.19 121.30 0.20 0.20 - - - -- - - - 0.20 14.63 0.19 121.30 0.20 0.20 -- --- ----- -- - -- -- 0.20 14.67 0.19 121.30 0.19 0.19 - - - - - - - 0.19 14.70 0.19 121.30 0.19 0.19 - - - - - - 0.19 14.73 0.19 121.29 0.19 0.19 - - - - - - - 0.19 14.77 0.18 121.29 0.19 0.19 - - - - - - - 0.19 14.80 0.18 121.29 0.19 0.19 - - - - -- - - 0.19 14.83 0.18 121.29 0.19 0.19 --- ---- --- - -- ----- ----- 0.19 14.87 0.18 121.29 0.18 0.18 - - - - - - - 0.18 14.90 0.18 121.29 0.18 0.18 - ---- - - - - - 0.18 14.93 0.18 121.28 0.18 0.18 - - - - - -- ----- 0.18 14.97 0.17 121.28 0.18 0.18 - - - -- - - ---- 0.18 15.00 0.17 121.28 0.18 0.18 - - - - -- - - 0.18 15.03 0.17 121.28 0.18 0.18 ---- -- ----_ ____ _-_ ___ -- 0.18 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.07 0.17 121.28 0.17 0.17 -- - ----- - - - - 0.17 15.10 0.17 121.28 0.17 0.17 0.17 15.13 0.17 121.28 0.17 0.17 - ---- --_ --_ ----- -- - 0.17 15.17 0.16 121.27 0.17 0.17 - - - - - - - 0.17 15.20 0.16 121.27 0.17 0.17 - - - - - - - 0.17 15.23 0.16 121.27 0.17 0.16 - ----- - - - - - 0.16 15.27 0.16 121.27 0.16 0.16 - - - - -- - --- 0.16 15.30 0.16 121.27 0.16 0.16 -- -- -- - -- -- - 0.16 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisdie Hyd. No. 11 Hydrograph type = Reservoir Peak discharge = 1.84 cfs Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 6 Reservoir name = basin 2 (northwes Max. Elevation = 124.53 ft Max. Storage = 3,321 cuft Storage Indication method used. Outflow hydrograph volume=14,756 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.30 0.19 121.29 0.19 0.19 - -- - - ----- ---- - 0.19 10.33 0.20 121.29 0..19 0.19 - ---- - - - - - 0.19 10.37 0.20 121.30 0.19 0.19 ----- -- - - ---- -- --- 0.19 10.40 0.21 121.30 0.20 0.20 - - - - - - 0.20 10.43 0.21 121.30 0.20 0.20 - - - - - - - 0.20 10.47 0.21 121.31 0.20 0.20 - - - - - - - 0.20 10.50 0.22 121.31 0.21 0.21 ---- - - --- - ----- --- 0.21 10.53 0.22 121.31 0.21 0.21 - -- - - - - -- 0.21 10.57 0.23 121.32 0.22 0.22 - ---- --_ -- ----- - ---- 0.22 10.60 0.23 121.32 0.22 0.22 - ---- ----- - - - -- 0.22 10.63 0.23 121.33 0.22 0.22 - - - - --- -- ___ 0.22 10.67 0.24 121.33 0.23 0.23 - - -- --- - - -- 0.23 10.70 0.24 121.33 0.23 0.23 - -- --- -- --- -- ---- 0.23 10.73 0.25 121.34 0.24 0.24 -- -- - - - - ----- 0.24 10.77 0.25 121.34 0.24 0.24 -- -- -- --- -- -- -- 0.24 10.80 0.26 121.34 0.24 0.24 - - - - - - - 0.24 10.83 0.26 121.35 0.25 0.25 - - - ---- - ---- - 0.25 10.87 0.26 121.35 0.25 0.25 -- - - - - ---- - 0.25 10.90 0.27 121.36 0.26 0.26 - - ----- - - --- - 0.26 10.93 0.27 121.36 0.26 0.26 - - - ---- - - - 0.26 10.97 0.28 121.36 0.27 0.27 -- -- ---- -- --- -- --- 0.27 11.00 0.28 121.37 0.27 0.27 - - - - - - - 0.27 11.03 0.29 121.37 0.27 0.27 - - - - - _____ - 0.27 11.07 0.29 121.38 0.28 0.28 - - - - - - -- 0.28 11.10 0.30 121.38 0.29 0.29 - - - - - - ____ 0.29 11.13 0.32 121.39 0.29 0.29 - - - - -- _-___ _- 0.29 11.17 0.33 121.40 0.30 0.30 ----- -- - - --- ----- --- 0.30 11.20 0.35 121.41 0.31 0.31 - - - - - 0.31 11.23 0.36 121.42 0.32 0.32 - - - - - - - 0.32 11.27 0.37 121.44 0.34 0.34 --- - - - -- _____ -_ 0_34 11.30 0.39 121.45 0.35 0.35 -- - - - - ----- --- 0.35 11.33 0.40 121.47 0.36 0.36 - - - - - - - 0.36 11.37 0.42 121.48 0.37 0.37 - ---- - - -- -- ----- 0.37 11.40 0.43 121.50 0.39 0.39 - - - - - - - 0.39 11.43 0.45 121.51 0.40 0.40 - - - - - - 0.40 11.47 0.46 121.53 0.42 0.42 - - - - - - - 0.42 11.50 0.48 121.54 0.43 0.43 - - - ---- - -- - 0.43 11.53 0.50 121.56 0.45 0.45 - - ----- -- - ----- ---- 0.45 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs ds cfs cfs cfs 11.57 0.56 121.59 0.47 0.47 - - - - - - -- 0.47 11.60 0.66 121.63 0.50 0.50 - - - - - - - 0.50 11.63 0.78 121.71 0.56 0.55 - - -- -- -- -- - 0.55 11.67 0.91 121.80 0.63 0.61 - - - -- - - - 0.61 11.70 1.05 121.93 0.70 0.68 - - - - - - - 0.68 11.73 1.19 122.03 0.75 0.73 - - - - - ---- - 0.73 11.77 1.33 122.10 0.78 0.77 - - - - - - - 0.77 11.80 1.47 122.18 0.81 0.80 - - - - - - - 0.80 11.83 1.61 122.28 0.86 0.85 - - - --- -- -- -- 0.85 11.87 1.76 122.39 0.92 0.90 - - - - - - - 0.90 11.90 1.91 122.51 0.96 0.95 - - - - - - - 0.95 11.93 2.16 122.65 1.01 1.01 - - - -- -- ----- - 1.01 11.97 2.73 122.84 1.08 1.08 - --- - --- - - - 1.08 12.00 3.65 123.12 1.18 1.18 - - -- - - -- - 1.18 12.03 4.56 123.51 1.31 1.31 -- -- -- --- -- -- - 1.31 12.07 4.85<< 123.96 1.47 1.44 - - - - ----- - - 1.44 12.10 4.33 124.20 1.55 1.51 0.07 - - - ---- - - 1.58 12.13 3.42 124.36 1.56 1.55 0.15 - - ---- -- -- -- 1.70 12.17 2.66 124.45 1.58 1.58 0.20 - - -- - --- -- 1.77 12.20 2.24 124.50 1.59 1.59 0.22 - -- - - - 1.81 12.23 2.03 124.52 1.60 1.60 0.23 -- ---- ----- --- ---- -- 1.83 12.27 1.89 124.53 << 1.60 1.60 0.24 - ----- - - - --- 1.84<< 12.30 1.74 124.53 1.60 1.60 0.24 - - - - - - 1.83 12.33 1.60 124.52 1.60 1.59 0.23 - - - - - -- 1.83 12.37 1.46 124.50 1.59 1.59 0.22 - -- ----- - ----- - 1.81 12.40 1.31 124.47 1.58 1.58 0.20 --- - - ----- - - 1.78 12.43 1.17 124.43 1.57 1.57 0.18 ----- -- ----- -- -- -- 1.75 12.47 1.02 124.38 1.56 1.56 0.16 - - -- - _- - 1.72 12.50 0.87 124.33 1.56 1.54 0.13 - - - - -- - 1.68 12.53 0.74 124.27 1.55 1.53 0.10 - - -- - - - 1.63 12.57 0.64 124.20 1.55 1.51 0.07 - - - -- ---- - 1.58 12.60 0.59 124.14 1.53 1.49 0.05 - --- - - - - 1.54 12.63 0.57 124.07 1.50 1.47 0.02 -- ----- -- -- ----- -- 1.50 12.67 0.55 124.00 1.48 1.45 0.00 - - ----- - - -- 1.46 12.70 0.54 123.89 1.44 1.42 - - - - --- - - 1.42 12.73 0.52 123.77 1.40 1.39 - - - - - - -- 1.39 12.77 0.51 123.65 1.36 1.35 - - - - - - - 1.35 12.80 0.49 123.54 1.32 1.32 - - - - - - - 1.32 12.83 0.48 123.43 1.28 1.28 - - - - - -- - 1.28 12.87 0.46 123.32 1.25 1.25 - - - - - - - 1.25 12.90 0.45 123.22 1.21 1.21 - - - - - - - 1.21 12.93 0.43 123.11 1.18 1.18 - - - - - - - 1.18 12.97 0.42 123.01 1.14 1.14 - - - - - - - 1.14 13.00 0.40 122.92 1.11 1.11 - --= - - - - - 1.11 13.03 0.39 122.82 1.07 1.07 - - - - - -- -- 1.07 13.07 0.37 122.73 1.04 1.04 - - - -- --_- - -- 1.04 13.10 0.37 122.64 1.01 1.01 - - - - - ---- - 1.01 13.13 0.36 122.56 0.98 0.97 - - - - - - - 0.97 13.17 0.36 122.47 0.95 0.94 - - - ----- - --- ____ 0.94 13.20 0.35 122.40 0.93 0.91 - - -- ---- - ---- - 0.91 13.23 0.35 122.33 0.88 0.87 - - 0.87 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 EMI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.27 0.35 122.26 0.85 0.84 - - - - - - - 0.84 13.30 0.34 122.19 0.81 0.81 - - - - - - - 0.81 13.33 0.34 122.13 0.79 0.78 -- -- -- --- -- --- -- 0.78 13.37 0.33 122.07 0.77 0.75 - - - - - - 0.75 13.40 0.33 122.02 0.74 0.73 - - ----- - - - - 0.73 13.43 0.33 121.91 0.69 0.67 - - - - - - - 0.67 13.47 0.32 121.79 0.62 0.61 - - --- ---- - - - 0.61 13.50 0.32 121.70 0.55 0.55 - - -- -- - - - 0.55 13.53 0.31 121.63 0.50 0.50 --- -- -- -- --- -- - 0.50 13.57 0.31 121.57 0.45 0.45 - - - - ---- - - 0.45 13.60 0.31 121.52 0.41 0.41 - - - ---- - - - 0.41 13.63 0.30 121.49 0.38 0.38 - - ---- - - -- - 0.38 13.67 0.30 121.46 0.36 0.36 - -- ----- - - -- ---- 0.36 13.70 0.29 121.44 0.34 0.34 - ---- -- - -- - - 0.34 13.73 0.29 121.43 0.33 0.33 -- - -- -- -- -- ---- 0.33 13.77 0.29 121.42 0.32 0.32 - - - - - - - 0.32 13.80 0.28 121.41 0.31 0.31 - - - - - -- - 0.31 13.83 0.28 121.40 0.30 0.30 - ----- - - -- -_ - 0.30 13.87 0.27 121.39 0.29 0.29 - - - -- - - - 0.29 13.90 0.27 121.38 0.29 0.29 -- - -- ----- - - 0.29 13.93 0.27 121.38 0.28 0.28 ----- -- ---- -- ---- ---- -- 0.28 13.97 0.26 121.37 0.28 0.28 - - - - - - - 0.28 14.00 0.26 121.37 0.27 0.27 - - - - - - - 0.27 14.03 0.25 121.37 0.27 0.27 - - - - - - - 0.27 14.07 0.25 121.36 0.26 0.26 - - - ---- --- --- -- 0.26 14.10 0.25 121.36 0.26 0.26 - - - ----- --- -- - 0.26 14.13 0.25 121.35 0.25 0.25 -- -- -- -- --_ -_ __- 0.25 14.17 0.24 121.35 0.25 0.25 - - - - - ---- - 0.25 14.20 0.24 121.35 0.25 0.25 - - - - ---- - - 0.25 14.23 0.24 121.35 0.25 0.25 -- - - -- - - --- 0.25 14.27 0.24 121.35 0.24 0.24 - - - -- - - - 0.24 14.30 0.24 121.34 0.24 0.24 - - - - - - - 0.24 14.33 0.24 121.34 0.24 0.24 -- - - - - --- --- 0.24 14.37 0.23 121.34 0.24 0.24 - - - - --- - - 0.24 14.40 0.23 121.34 0.24 0.24 - - - - - ---- - 0.24 14.43 0.23 121.34 0.23 0.23 ---- - ---- --- ----- - -- 0.23 14.47 0.23 121.33 0.23 0.23 -- -- - - ----- - - 0.23 14.50 0.23 121.33 0.23 0.23 - - - ----- - -- - 0.23 14.53 0.22 121.33 0.23 0.23 -- - - ----- - - - 0.23 14.57 0.22 121.33 0.23 0.23 - ---- - - - - ---- 0.23 14.60 0.22 121.33 0.22 0.22 - - - - ---- - 0.22 14.63 0.22 121.32 0.22 0.22 - - - - - ----- - 0.22 14.67 0.22 121.32 0.22 0.22 - -- - - - -- - 0.22 14.70 0.21 121.32 0.22 0.22 - - -- - - - - 0.22 14.73 0.21 121.32 0.22 0.22 --- - -- --_ - -- -- 0.22 14.77 0.21 121.32 0.22 0.22 - - - - - - - 0.22 14.80 0.21 121.32 0.21 0.21 - - - - - - ----- 0.21 14.83 0.21 121.31 0.21 0.21 - - - - - - 0.21 14.87 0.20 121.31 0.21 0.21 - - - - - - - 0.21 14.90 0.20 121.31 0.21 0.21 - - - - - - - 0.21 14.93 0.20 121.31 0.21 0.21 - - -- - - -- ---- 0.21 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 EAU Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.97 0.20 121.31 0.20 0.20 - - - - - - - 0.20 15.00 0.20 121.30 0.20 0.20 =---- - -- - - - - 0.20 15.03 0.19 121.30 0.20 0.20 -- - - -- - --- --- 0.20 15.07 0.19 121.30 0.20 0.20 - - - - - - - 0.20 15.10 0.19 121.30 0.20 0.20 - - - - - - - 0.20 15.13 0.19 121.30 0.19 0.19 --- ---- ---- ----- -- - --- 0.19 15.17 0.19 121.30 0.19 0.19 - -- - - -- - ----_ 0.19 15.20 0.18 121.29 0.19 0.19 - - - ---- - - -- 0.19 15.23 0.18 121.29 0.19 0.19 ----- ---- -- - - --- -- 0.19 15.27 0.18 121.29 0.19 0.19 - - - - - - - 0.19 15.30 0.18 121.29 0.18 0.18 - - - - - - - 0.18 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Hydrograph type = Reservoir Peak discharge = 2.15 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 6 Reservoir name = basin 2 (northwes Max. Elevation = 124.82 ft Max. Storage = 3,817 cuft Storage Indication method used. Outflow hydrograph volume=16,878 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.30 0.23 121.32 0.22 0.22 -- - - -- - -- - 0.22 10.33 0.23 121.32 0.22 0.22 - - - - - --- -- 0.22 10.37 0.24 121.33 0.23 0.23 ----- -- -- ---- -- --- -- --- 0.23 10.40 0.24 121.33 0.23 0.23 - - - ---- - - - 0.23 10.43 0.25 121.34 0.24 0.24 - - - - ----- - - 0.24 10.47 0.25 121.34 0.24 0.24 - - - - - - -- 0.24 10.50 0.26 121.34 0.24 0.24 -- - -- -- -- - 0.24 10.53 0.26 121.35 0.25 0.25 -- - --- - - - - 0.25 10.57 0.26 121.35 0.25 0.25 _-- - ---- ---- -- ---- ---- 0.25 10.60 0.27 121.36 0.26 0.26 - - - - - - - 0.26 10.63 0.27 121.36 0.26 0.26 - - -- -- - ---- -- 0.26 10.67 0.28 121.37 0.27 0.27 -- - --- - - -- -- 0.27 10.70 0.28 121.37 0.27 0.27 -- - - - _- - ---- 0.27 10.73 0.29 121.37 0.28 0.28 - - -_- -- - ----- ---- 0.28 10.77 0.29 121.38 0.28 0.28 --- - - . -_ _____ ____ ___ 0.28 10.80 0.30 121.38 0.29 0.29 - - - - - - - 0_29 10.83 0.30 121.39 0.29 0.29 - - - --- - - --- 0.29 10.87 0.31 121.39 0.29 0.29 - - - -- - ____ _____ 0.29 10.90 0.31 121.40 0.30 0.30 - -- -- ----- - - 0.30 10.93 0.32 121.40 0.30 0.30 - - ---- ---- - - - 0.30 10.97 0.32 121.41 0.31 0.31 ----- -- ----- -- -- ---- -- 0.31 11.00 0.33 121.41 0.31 0.31 -- - - - - - - 0.31 11.03 0.33 121.42 0.32 0.32 - - - ---- - - - 0.32 11.07 0.34 121.42 0.32 0.32 -- - - - - -- -- 0.32 11.10 0.35 121.43 0.33 0.33 --- - - --- -- ----- - 0.33 11.13 0.37 121.44 0.34 0.34 - - ---- -- ____ ____ _____ 0.34 11.17 0.38 121.45 0.35 0.35 - -- ---- -- ---- -- --- 0.35 11.20 0.40 121.47 0.36 0.36 - - -- -- ____ ____ 0.36 11.23 0.42 121.48 0.37 0.37 - - - - - - - 0.37 11.27 0.43 121.50 0.39 0.39 - - - - -- - - 0.39 11.30 0.45 121.51 0.40 0.40 - - - - - -- -- 0.40 11.33 0.46 121.53 0.42 0.42 - - - -- - -- - 0.42 11.37 0.48 121.55 0.43 0.43 --- - --- -- -- --- --- 0.43 11.40 0.50 121.56 0.45 0.45 - - - - - -- -- 0.45 11.43 0.51 121.58 0.46 0.46 - - - - - _____ - 0.46 11.47 0.53 121.60 0.48 0.48 -- - - -- - - - 0.48 11.50 0.55 121.62 0.49 0.49 - - - - - - - 0.49 11.53 0.58 121.64 0.51 0.51 - -- - --- - -- --- 0.51 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExHI Outflow (hm) ds ft ds cfs efs ds ds ds cfs ds cfs ds 11.57 0.65 121.68 0.54 0.53 - - - - - --- - 0.53 11.60 0.76 121.73 0.58 0.57 --- - - - - - - 0.57 11.63 0.90 121.82 0.63 0.62 -- -- --- --- - -- -- 0.62 11.67 1.05 121.94 0.70 0.68 - - - - - - - 0.68 11.70 1.20 122.03 0.75 0.73 - - - - - - - 0.73 11.73 1.36 122.11 0.78 0.77 -- - ----- - -- --- - 0.77 11.77 1.52 122.19 0.81 0.81 - - ---- - - -- - 0.81 11.80 1.68 122.30 0.87 0.86 - - - - - - - 0.86 11.83 1.84 122.42 0.93 0.91 -- -- - -- --- --- -- 0.91 11.87 2.01 122.55 0.98 0.97 - - - - - - - 0.97 11.90 2.18 122.70 1.03 1.03 - - - - - - - 1.03 11.93 2.46 122.87 1.09 1.09 - - -- -- - - ---- 1.09 11.97 3.10 123.09 1.17 1.17 - -- - --- ----- -- _-__ 1.17 12.00 4.15 123.42 1.28 1.28 - -- - -- - -- ----- 1.28 12.03 5.17 123.87 1.43 1.42 --- ----- ----- --- -- -- -- 1.42 12.07 5.49<< 124.20 1.55 1.51 0.07 - - - - - - 1.58 12.10 4.89 124.45 1.58 1.58 0.20 - -- - - - ---- 1.77 12.13 3.87 124.63 1.63 1.63 0.29 - -- - -- -- ---- 1.91 12.17 3.00 124.74 1.67 1.65 0.33 - - - - - -- 1.98 12.20 2.52 124.79 1.68 1.67 0.35 -- -- - -- -- 2.01 12.23 2.28 124.82 1.69 1.67 0.46 -- ----- --- --- --- ---- 2.13 12.27 2.13 124.82<< 1.69 1.67 0.48 - - - - - ---- 2.15<< 12.30 1.96 124.82 1.69 1.67 0.44 - - - - - - 2.12 12.33 1.80 124.80 1.69 1.67 0.37 - - - - -- -- 2.03 12.37 1.64 124.78 1.68 1.66 0.34 -- - - - 2.00 12.40 1.48 124.75 1.67 1.65 0.33 - ---- ----- - - ---- 1.99 12.43 1.31 124.71 1.66 1.64 0.32 -- - -- ----- ---- _---- 1.96 12.47 1.15 124.66 1.64 1.63 0.30 - - - - - ----- 1.93 12.50 0.98 124.60 1.62 1.62 0.27 - - - - ____ -_ 1.89 12.53 0.83 124.53 1.60 1.60 0.24 -- -- - - -- -- 1.84 12.57 0.72 124.46 1.58 1.58 0.20 - - - -- -- - 1.78 12.60 0.67 124.38 1.56 1.56 0.16 - ----- - - -- -___ 1.72 12.63 0.64 124.31 1.56 1.54 0.12 -- ----- ---- - - -- 1.66 12.67 0.62 124.24 1.55 1.52 0.09 - - - --- --- - 1.61 12.70 0.60 124.17 1.54 1.50 0.06 - - - - - ____ 1.56 12.73 0.59 124.10 1.51 1.48 0.04 - - -- - --- -- 1.52 12.77 0.57 124.04 1.49 1.46 0.01 - - - - ____ ____ 1.48 12.80 0.55 123.95 1.46 1.44 - - - ---- - _- - 1.44 12.83 0.54 123.83 1.42 1.40 - - -- --- --- ---- --- 1.40 12.87 0.52 123.71 1.38 1.37 - - - - - - - 1.37 12.90 0.50 123.60 1.34 1.34 - - - ---_ - - 1.34 12.93 0.48 123.48 1.30 1.30 - - -- - - - - 1.30 12.97 0.47 123.37 1.27 1.27 - - - - - - - 1.27 13.00 0.45 123.27 1.23 1.23 - - - - - -- - 1.23 13.03 0.43 123.16 1.19 1.19 -- - - --- ---- --- -- 1.19 13.07 0.42 123.06 1.16 1.16 - - - - - - - 1.16 13.10 0.41 122.96 1.13 1.12 - - - - - - - 1.12 13.13 0.41 122.87 1.09 1.09 ----- - - - - -=-- 1.09 13.17 0.40 122.78 1.06 1.06 - - - ----- - _____ _____ 106 13.20 0.40 122.69 1.03 1.03 - - -- - - - -- 1.03 13.23 0.39 122.61 1.00 0.99 - -- -- ----- -- -- ---- 0.99 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.27 0.39 122.53 0.97 0.96 - --- -- -- - - - 0.96 13.30 0.39 122.45 0.94 0.93 - - - - - - - 0.93 13.33 0.38 122.38 0.92 0.90 ----- ---- -- --- --- -- -- 0.90 13.37 0.38 122.31 0.88 0.87 - - - - - - - 0.87 13.40 0.37 122.25 0.84 0.84 - - - - - - - 0.84 13.43 0.37 122.19 0.81 0.81 - - - - - - -- 0.81 13.47 0.36 122.13 0.79 0.78 - - - - -- - - 0.78 13.50 0.36 122.07 0.77 0.75 -- - - --- - - - 0.75 13.53 0.35 122.02 0.75 0.73 --- ----- -- --- - -- --- 0.73 13.57 0.35 121.92 0.70 0.68 - - - -- - - - 0.68 13.60 0.34 121.82 0.63 0.62 - - - - - - - 0.62 13.63 0.34 121.73 0.57 0.56 ---- - ---- - - - - 0.56 13.67 0.34 121.65 0.52 0.51 - - - - - - -- 0.51 13.70 0.33 121.59 0.47 0.47 -- - -- - - - ---- 0.47 13.73 0.33 121.55 0.43 0.43 - -- -- ----- -- --- ----- 0.43 13.77 0.32 121.51 0.40 0.40 - - - - ----- - - 0.40 13.80 0.32 121.49 0.38 0.38 -- - - - - - - 0.38 13.83 0.31 121.47 0.36 0.36 - - - - -- - - 0.36 13.87 0.31 121.45 0.35 0.35 -- - - - - - - 0.35 13.90 0.30 121.44 0.34 0.34 ---- - -- -- -- ----- 0.34 13.93 0.30 121.43 0.33 0.33 -- --- -- - -- ----- ---- 0.33 13.97 0.29 121.42 0.32 0.32 - - - - - - - 0.32 14.00 0.29 121.41 0.31 0.31 - -- - - - - - 0.31 14.03 0.29 121.40 0.31 0.31 - - - - - - - 0.31 14.07 0.28 121.40 0.30 0.30 -- -- -- -- - ---- ---- 0.30 14.10 0.28 121.39 0.29 0.29 -- - ----- - - -- - 0.29 14.13 0.28 121.39 0.29 0.29 -- -- --- --- ----- - --- 0.29 14.17 0.27 121.38 0.28 0.28 - - - - - - - 0.28 14.20 0.27 121.38 0.28 0.28 - - - - - - - 0.28 14.23 0.27 121.38 0.28 0.28 - - - --- - - - 0.28 14.27 0.27 121.37 0.28 0.28 --- - ---- - - - - 0.28 14.30 0.27 121.37 0.27 0.27 - - - ---- - - - 0.27 14.33 0.26 121.37 0.27 0.27 -- - ----- --- --- -- -- 0.27 14.37 0.26 121.37 0.27 0.27 - - - - - - _____ 0_27 14.40 0.26 121.36 0.27 0.27 - - - -- - - - 0.27 14.43 0.26 121.36 0.26 0.26 --- - - - - - - 0.26 14.47 0.26 121.36 0.26 0.26 --- - - - - ----- - 0.26 14.50 0.25 121.36 0.26 0.26 - - - - - - - 0.26 14.53 0.25 121.36 0.26 0.26 - - ----- - ----- - - 0.26 14.57 0.25 121.35 0.25 0.25 - - - - - - - 0.25 14.60 0.25 121.35 0.25 0.25 - - - - - - 0.25 14.63 0.24 121.35 0.25 0.25 - - - - - - - 0.25 14.67 0.24 121.35 0.25 0.25 - - - - - - ---- 0.25 14.70 0.24 121.35 0.25 0.25 - - -- - - --- - 0.25 14.73 0.24 121.34 0.24 0.24 --- - -- ----- - - - 0.24 14.77 0.24 121.34 0.24 0.24 - - - - - - - 0.24 14.80 0.23 121.34 0.24 0.24 - - - - - - - 0.24 14.83 0.23 121.34 0.24 0.24 - - - - - - =-- 0.24 14.87 0.23 121.34 0.23 0.23 ---- - ---- - ---- ---- - 0.23 14.90 0.23 121.33 0.23 0.23 - - -- -- - - - 0.23 14.93 0.22 121.33 0.23 0.23 - -- -- - - -- - 0.23 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.97 0.22 121.33 0.23 0.23 - - - - - ---- --- 0.23 15.00 0.22 121.33 0.23 0.23 -- -- - - - ----- ---- 0.23 15.03 0.22 121.33 0.22 0.22 - --- -- --- --- ---- --- 0.22 15.07 0.22 121.32 0.22 0.22 ---- - - - - - - 0.22 15.10 0.21 121.32 0.22 0.22 --- - ----- - - - - 0.22 15.13 0.21 121.32 0.22 0.22 - - -- -- - ----- ----- 0.22 ...End APPENDIX L J O B LlJ f.v�"W o r P u ♦ �c esign ',HEF.T NO O OF . ro essionais, inc. CALCULATED BY 6�� DATA:, DESIGNSTOW FREQ Id � civil engineers • planners • surveyors gis U� CY COI7 CHECKED BY ... _ DATE ..._ tnrrsnsenl A x C T.C. 1 Q Fn To A nc'r. TV Tin, i efs S: : Q V t NOTE F O, Or R fl Or O b, �, 61 , 5' �c o 4 ]- 1E q r ------------- ry p D, D '� 6 I S, 3, o 1 0,'55 o 0•9 0. o�S S --------_.._... 1 -5 4. .__. .. i mow. ��+�� o y �-2 DESIGN PROFESSIONALS, INC. civil engineers .planners • surveyors • gis November 8,2004 Town of South Windsor NOV 10 2004 1540 Sullivan Ave. South Windsor,Ct 06074 Attn:Ms.Marcia Banach Senior Planner Re:Wentworth Park Dear Marcia We have received your comments dated 11/05/04,and Jeff Doolittle's comments dated 11/3/04. Due to the timing of the Planning and Zoning Hearing,we were not able to revise the plans to address these comments,though our previous submittal addresses a number of the comments. Our responses to the like numbered comments are as follows: Your comments 1. The T-2 certification will be added to the topographic plan. This was an oversight,and all topography on the plans meets T-2 standards. 2. Buffer cross-sections are being prepared for the Planning and Zon' g Hearing. The issue of the buffer requirements will be addressed by Dick Boston at that meeting. Jeff Doolittle's Comments: 1. The entrance drive has been revised in the latest submittal. 2. The concrete sidewalk has been extended out to Oakland Road because we believe based on previous applications that the commission would want this sidewalk extended out to Oakland Road. There is no bus service along Oakland Road presently. 3. We did not revise the detention basin layout. The architectural design review committee responded favorable to 3 smaller basins verses one larger basin. We also note that the basin in the front is small in size,and will not be a dominant feature. The small detention basin will be dwarfed by the much larger basin area recently constructed by Berry Patch immediately to the south of this basin. Revising the detention basins will also cause a net loss in parking spaces on the site where we are already asking for a waiver for parking. Lastly,the replacement of this basin with parking area will not provide a more visually appealing frontage for the site. 4. The basins will be stabilized with a number of measures including seed mixtures appropriate to the areas, and wetland plantings within the base of the basins. 5. The 2 detention basins on the western side of the site were designed to have the grate top of the outlet structure act as the high level overflow for storm events greater than the 100 year design storm. The basin behind units 4-6 will overflow to the paved parking area for storm events in excess of the 100 year design storm. 6. A detention outlet structure will be added to the southeast detention basin(behind units 4-6). 7. The amount of storm runoff to the catch basins from the parking lots in front of units 1-3 and 4-6 is fairly minimal,and with proper construction,we would not expect any problems with storm runoff ponding. The grades around the island to the catch basin are substantially greater than minimum slope. 8. The drainage report will be completed with the revisions noted. 9. The sanitary sewer laterals will be revised as noted. DR. CLARENCE WELTI, P.E., P.C. GEOTECHNICAL ENGINEERING 227 Williams Street • P.O. Box 397 RECEprm, Glastonbury,CT 06033 (860)6W-4623/FAX(860)657-2514 M A Y 0 2005 April 25,2005 SOUTH WINDSOR P«NNtNG DEaT. Mr. Jeffrey R. Sawyer Generation 2 Inc. 27 Summersweet Drive Glastonbury, CT 06033 Re: Proposed Building"C"and"D"at 225 Oakland Road,South Windsor, CT Dear Mr. Sawyer: This is to confirm observations and recommendations made during a visit to above site on April 13, 2005.Three test pits were excavated within the area of Buildings"C"and"D".These buildings are located along the south side of the site.The pits indicated a layer of subsoils to 2 to 3 feet atop the a fine to medium sand with little to some silt and gravel.These soils are natural deposits. The soils below the subsoils at Buildings"C"and"D"are acceptable for placement of foundations (and the required underlayment) with allowable bearing pressure of 2 Tons/sf. There should be a minimum 6" layer of 3/8" crushed stone on a geotextile beneath the foundations. Foundations at all of the proposed buildings on the site should be placed below any topsoil,subsoils and existing fills,or on a controlled fill placed after the removal of such materials.Based on previous borings taken at the site and excavations for the new utilities there are existing fills and organic materials to depths up to 9t feet below the original site grades.The deepest fills appeared to be in the area of a former water course which ran thru the site. If you have any questions please call me. Very truly yours Max Welti, P. E. N Sf4 s sou. ?V ° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OSOR-CO TELEPHONE (860) 644-2511 June 17,2005 Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 Attn: Karen Isherwood RE: Wentworth Park Oakland Road South Windsor,CT Dear Ms.Isherwood: The South Windsor Water Pollution.Control Authority, at its regular meeting of June 7, 2005, gave approval to increase the number of commercial units for the commercial buildings at Oakland Road, South Windsor, CT, as more specifically shown on plans entitled "Wenthworth Park, 225 Oakland Road, South Windsor, CT., Prepared by Design Professionals, Inc., South Windsor, CT: Job No. 1893, Drawing No. Jobs/18923/1893 —4.DWG, Sheet No. 4/6, Dated 10/5/04, with revision dates: 11/02/04, 11/03/04, 11/19/04, 1110105, 1/21/05; 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, >t Joseph J.Carino,Chairman Water Pollution Control Authority JC:ead Cc: Michael J.Gantick,Director of Public Works Jeff Doolittle,Town Engineer /Marcia Banach,Director of Planning Chris Dougan,Chief Building Inspector Jeff Sawyer,Generation 2—Wentworth Park t0W N S'q C � a 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�OsoR•CO TELEPHONE(860) 644-2511 August 10,2005 Galen Semprebon,P.E. Design Professionals,Inc. 165 South Satellite Rd. South Windsor, CT 06074 Dear Galen: RE:WENTWORTH PARK,OAKLAND ROAD WIDENING In response to your inquiry dated August 8, 2005, there can be some flexibility regarding initial occupancy prior to the widening of Oakland Road (Route 30). We will not hold up the Certificate of Occupancy for the first unit if the widening is not completed by September 15 (provided, of course,that the site is suitable for occupancy at the time the C.O is requested). If we can be of further assistance,please do not hesitate to contact us. Sincerely, Marcia A.Banach,AICP ----------—-------------------- ------ ----- -- -- ---- -Director of Pla NM/sf cc: Jeffrey Doolittle, Town Engineer Aug 08 05 01 : 46p Design Professionals 860-291 -8757 p. 2 DESIGN PROFESSIONALS, INC. civil engineers .planners • surveyors . gis August 8, 2005 Town of South Windsor 1540 Sullivan Ave. South Windsor, Ct 06074 Attn: Ms. Marcia Banach Senior PIanner Re: Wentworth Park Dear Marcia As a follow up to our telephone conversation,I am writing:regarding the road widening for the above referenced site. As part of the state requirements for a curb cut permit for the above referenced site, it is required to provide a bypass lane for the westbound lane of Oakland Road. As part of this road widening,a slight widening of the bridge on Oakland Road will be required. The DOT permitting has taken an extremely long time. Origin�illy,Fuss&O'Neil began the permitting for this project in December of 2004. Initially there were issues as to whether the widening would be required,and the configuration of the widening. In the spring, we appeared before the Inland Wetlands Commission to modify our pern:ut tD allow for the widening of the bridge. The design plans for the bridge widening were prep;3rei by a structural Engineer,and have been in the review process for approximately 3 months. We believe that we are close to receiving the final approval from the DOT. However, even if we receive DOT approval within the next few weeks,the work on the road widening and bridge still needs to be contracted for, scheduled, and completed. Our client is concerned with being able to complete the road.wdening and associated work prior to his planned first closing on the building in the southwest corner of the site. He is Iooking to have a closing on September 15, 2005 on this first building, and to have the first occupancy of a unit on October 1, 2005. This would be a single floor occupancy,with our client moving into the second floor of the same unit and setting up his office there Jn order to eliminate the office trailer on the site. His next occupancy would be for the middle unit in this building which is scheduled for 12/1/05. Our client discussed the occupancy of the units prior to the road widening with the DOT, and was told that it was up to the town as to whether he could occupy any units prior to the road widening being completed. We would request that we be allowed to close on the first building(receive a certificate of occupancy), in order to proceed with the occupani;y of these first units. We have worked diligently in order to obtain the DOT approval, and expect to have this approval very soon, and to complete the road widening this fall. Aug 08 05 01 : 47p Design Professionals 860-291 -8757 p. 3 W • Please review the enclosed,and call with any questions or comments, or if you need additional information. Sincerely, Galen Semprebon, P.E. CC:Jeff Sawyer 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860) 291-8757 SOWN SEA �� F^ a ` O-P s-0� V&U&ot m 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �j�dSOR•co� AREA CODE 860/644-2511 December 8,2005 Attorney Joel Janenda 249 East Center Street Manchester, CI'06040 Dear Attorney Janenda: RE:WENTWORTH PARK OFFICE CONDOMINIUMS,OAKLAND ROAD, SOUTH WINDSOR Please be advised that the Wentworth Park office condominium development on Oakland Road, South Windsor,has all necessary zoning approvals. Sincerely, Marcia A.Banach,AICP Director of Planning MB/sf eneration 2 inc. N A DEVELOPMENT .... NY DEC 4 2005 December 12,2005 South Windsor—Marcia Banach Wentworth Park—225 Oakland Road Dear Marcia: I would like to see if I could get my sediment control bond released due to my site being established. If you have any questions,please fell free to call. Sincerely, Jeffrey K Sawyer Generation Inc 982-4o85 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fox 860-633-1599 ,COW N SF5 O a Tiov� 0 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�OsoR-CO TELEPHONE (860) 644-2511 June 27, 2006 Jeffrey R. Sawyer Generation2, Inc. 27 Summersweet Drive Glastonbury, CT 06033: Dear Mr. Sawyer: Re: Expiring Letter of Credit Appl 404-62P,Wentworth Park The Planning and Zoning Commission is holding the following Letter of Credit: PROJECTS BANK AMOUNT EXPIRATION Site work Savings Bank of Rockville $59,500 9/14/06 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds,we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? . Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/bmm D•NN Sf4 x F" -0 O c m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 August 14, 2006 Jeffrey Sawyer, Generation2, Inc. 27 Summersweet Drive Glastonbury, CT 06033 Re: Appl#04-62P,Wentworth Park Site Bond Reduction Dear Mr. Sawyer: This is to advise you that the site bond posted for remaining site work was reduced from $59,500.00 to $47,700.00. Please forward an amendment to the bond we are currently holding showing this reduction at your earliest convenience. Sincerely, v �k 1'4"' Michele R. Lipe, AICP Assistant Director of Planning cc: Town Engineer ���� � i�IUJu:1llNUA�Fu AaW�i�l�• �WOUr ,aaro�xr� December 12, 2006 Jeffrey R. Sawyer Generation2, Inc. 27 Summersweet Drive Glastonbury, CT 06033 Dear Mr. Sawyer: Re: Expiring Letters of Credits Appl 04-62P, Wentworth Park The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Wentworth Park Rockville $5,000-Stormwater 02/15/07 Wentworth Park Rockville $5,000-Erosion 02/15/07 Wentworth Park Rockville $5,000-Landscaping 02/15/07 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lip Assistant Director of Planning MRL/bmm III eneration2inc. A DEVELOPMENT COMPANY 1`� RecEIVED JAN 1 0 00 SOUTH V1'INDSOR PLANNING DEpT January 5,2007 South Windsor—Michele R. Lipe Dear Michele: In responds to your letter dated 12/12/o6,I would like to request that my Erosion and Storm water bond be released. Please let me know if I can provide any further information. Jeffrey R.Sawyer 4ra-`iion"2InZ------ 86o-982-4o85 lk 27 Summersweet Drive Glastonbury, CT 06033 office 860-633-1124 fox 860-633-1599 SOWN 3 fq cap R.coN`��` 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 TELEPHONE(860) 644-2511 June 19, 2007 Mr. Jeffrey R.. Sawyer 27 Summersweet Drive Glastonbury, CT 06033 Re: App104-62P, Wentworth Park Dear Mr. Sawyer: This is to advise you that the Planning and Zonin g Commission voted on J 12, 2007 to release the June landscaping bond for the above-referenced project in the amount of$5,000. Advance arrangements should be made to pick up the released letter of credit t contact person(s) will be available. If you have any further questions contact the 644-2511, ext. 253. Thank you, Planning Department at Very truly yours, PLANNING&ZONING COMMISSION C Patrick Kennedy, Chairman PK/mrl cc: Town Engineer SOW N Sf9 <co � d c- c "' T_0� �`' 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OSOR-CO TELEPHONE(860) 644-2511 July 12, 2007 Mr. Jeffrey R. Sawyer 27 Summersweet Drive Glastonbury, CT 06033 Re: Appl 04-62P, Wentworth Park Dear Mr. Sawyer: This is to advise you that the Planning and Zoning Commission voted on July 10, 2007 to release the ENS bond for the above-referenced project in the amount of$10,000. Advance arrangements should be made to pick up the released letter of credit to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 253. Thank you. Very truly yours, PLANNING &ZONING COMMISSION 1 Patrick Kennedy, Chairma r� . . PK/mrl cc: Town Engineer