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HomeMy WebLinkAboutEvergreen Walk Site Plan of Develop Sout DE.C-22-05 10 :34 AM FLD. ARCHTTECTURrZ. GG05G05129 P. 04�05 TOWN OF SOUTH WINDSOR - PLANNING & ZONING COMMISSION APPLICATION FORM Application o: �"!C FEB a 2 2.006 O 1cial Rece pit Dater Re Feipt No: , AP PLICANT: E er reen Walk, LLC ;PRDJECTNAME. nff i ce South ADDRESS: 2700 Tamarack Avenue OV INER OF I tECORD ON LAND RECORDS: Evergreen Walk LLC AEDRESS;--1109 Rose Lane, Virginia Beach, VA 23451 -CC MPLETE L OCATION OF PROPERTY: PUD Unit #11 -AS 3ESSORIS MAP #r 27 PARCEL# 15 ZONE Buckland Road Gateway .NA WE,ADDf ESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD HE DIRECTED: Alan Lamson, FLB Architecture & Planning 19 Silver Lane, East Hartford, CT 06118 (860)568-4030, fax (860-568-5129 THI S APPLIQkTION IS FOR: (Check all that apply): Zone Change to (Public Hearing required and Certified letter to abutters required) Subdivisi n/Resubdivision ❑ Open Space Subdivision (Public Hearing Required) ❑ Sulxlivisi n ❑ Minor ❑ Major ] ResUbdiv sion(Public Hearing Required) ❑ Minor❑ Major ❑ Conditio I Approval ❑ Special ception to Article (Public Hearing, Certified letter to abutters required) ❑ Site Plan of Development ❑ General Man of Development ❑ Earth Fill ng (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulatioh Amendment: ❑ Zoning ❑ Subdivision (Attach proposed amendment) dremporare and Conditional Permit for _ ❑ Major Hor ae Occupation for ❑ Other(explain in detail) AM Applicati on Pendia ign is required to be posted on the property for all applications ton (10)days prior to being heard by the Commission. Si ure of i .Ant -- --- -- natu ti operty Owner -_......_. rgree , LLC ver e alk, LLC Py Joh E' uerra, Member By o inguerral Member Du y Au ized Duly thorized Hesketh 6 Creamery Brook • East Granby, CT 06026 F. A. Hesketh & Associates, Inc. December 7, 2005 Alan F. Lamson, AIA FLB Architecture & Planning, Inc. 19 Silver Lane East Hartford CT 06118 RE: Office Building - South Final Site Plan Our File: 00167 Dear Mr. Lamson: In accordance with the regulations of the Town of South Windsor for the Gateway Development Zone, we have prepared this statement regarding the traffic impact related to the Final site Plan for the above referenced site. The proposed 60,000 SF office building is part of the overall Preliminary Development Plan approved for the site by the Town of South Windsor Planning & Zoning Commission This Preliminary Plan is for a mixed-use development that includes 650,000 SF of office development in addition to the other uses on the site. This office, which represents less than 10% of the total proposed office development, was included in the traffic studies prepared at the time of the preliminary plan, and approved as part of that plan and as part of the State Traffic Commission (STC) Certification of the site. All off-site improvements required by the Town and the STC have been completed. The proposed final plan is in accordance with the preliminary plan requirements. Please communicate with our office if you require any additional information. Very truly yours, F OR ssociates, p . M chell, an ger of Transportation Engineering A." cc: John Finguerra Michelle Carlson Laurence J. Rubinow, esq. T:\0016 7\o ffi ce\a l a m c075.d o c Civil &Traffic Engineers • Surveyors• Planners• Landscape Architects Tel 860.653.8000 9 Fax 860.844.8600• email mail@fahesketh.com Barbara Messino Re Appl 06 06P and 06 01 P Page 1 From: Bob Deptula To: Messino, Barbara Date: 2/8/06 8:35AM Subject: Re: Appl 06-06P and 06-01 P no cvomments >>> Barbara Messino 02/08/06 08:24AM >>> Please send comments or no comment Thank you Barbara Planning MEMORANDUM To: Marcia Banach, Director of Planning Jeff Folger, Environmental Planner From: Jeffrey B. Doolittle, P.E., Town Engineer 's Date: 2/15/06 RE: App 06-01 P Office Building South I have reviewed the proposed development plan for the Office Building South on Evergreen Walk property along Buckland Road, and I have the following comments: 1. With regard to the storm drainage system, I recommend the slope of the pipes between CB 3 and CB 4 and between CB 4 and CB 8 be increased. The pipe calculation report needs to be revised to include a 30" diameter pipe between MH 1 and MH 2 as shown on the plans. 2. What flow is the Vortechs Model 9000 designed for? 3. 1 have lots of questions about the proposed detention basin. What flows and detention time was this detention basin designed for? The Drainage Report has different inlet flows in the pipe report, Appendix B and Appendix F. It is also not clear how the detention basin outlet flows were calculated. What are the expected water elevations in the detention basin for the different storms? Again Appendix B and F have different outlet flow and water surface elevation values. Why are there two separate outlet pipes from the detention basin that go in different directions? Why is the lower pipe 10" diameter and the higher pipe 6" diameter. This is different from other detention basins at Evergreen Walk and around South Windsor. There is usually one outlet structure with different size orifices at different elevations. The lower one is usually smaller. What is the expected detention time for a 10 year storm in the detention basin and the duration of the discharge from the detention basin? This basin needs to be designed to hold the stormwater long enough to provide stormwater treatment, reduce the outlet flow and offset the peak discharge so there is no adverse effects such as erosion or flooding on downstream channels or properties. Over half of the proposed detention basin is to be constructed in fill. Details for the construction of this basin need to be included in the plans. Does this proposed basin need a DEP Dam Safety, Repair and Alteration permit? A rip rap lined emergency overflow spillway needs to be constructed with the detention basin. Where is the gravel access drive to access the basin, inlet and outlet for maintenance? 4. What is the effect of discharging all the roof runoff into the field via a level spreader? 5. The plans and Drainage Report show a grass swale and calculations. Where is this located on the plans? 6. The culvert and old farm crossing in the drainage ditch between ECHN and this site needs to be removed and the channel restored in this area. This culvert appears to be undersized and may be clogged by debris in the channel, resulting in flooding of either adjacent site. 7. This plan includes connecting Evergreen Way with Tamarack Drive. However, Evergreen Way does not seem to be suitable for a connector road from ECHN to the Shops at Evergreen Walk as it is narrow and there are several sharp turns. Why not make Evergreen Way wider with a median and turn lanes? Is there a plan to build Tamarack Drive to connect the north and south ends of this property in the future? 8. There should be a large visible barrier (such as a guardrail) with reflectorized signs and curb (with leakoffs) at the south end of Tamarack Drive and at the sharp comer on Evergreen Way shown on these plans so vehicles do not drive off these areas if they miss these turns. 9. Check for conflicts between the utilities (esp storm drainage and water) and the landscaping and lighting. These need to be corrected. 10.Show an anti tracking pad at the entrance to this site from the existing end of Evergreen Way or Tamarack Drive. Will construction access to this site be from Evergreen Way or will a temporary access be constructed across the drainage ditch at the end of Tamarack Drive(until the culvert is constructed)? 11. Provide design calculations for the sanitary sewer pump station and pressure main. The long sanitary force main should have clean-outs or access ports at bends and regular intervals for maintenance access. Show these on the plan. 12.The detail for the Roof Drain Pick-up needs to include a metal frame and cap if this is in pavement or a concrete sidewalk. 13.The pavement slope over the box culvert should be increased to at least 1% so water flows off the surface of this culvert and does not puddle. 14.On the culvert detail what is the material under and around the sidewalk, in the median, under the road subbase and on the snow shelf on the south side of the culvert? 15.This project must be submitted to the WPCA for review and approval. Please call me if you have any questions. 03/13/2006 MON 10:33 FAX 860 644 7280 South Windsor Town Hall 2001 r *** FAX TX REPORT *** ********************* TRANSMISSION OK JOB NO. 1022 DESTINATION ADDRESS 96436313 PSWD/SUBADDRESS DESTINATION ID ST. TIME 03/13 10:33 USAGE T 0 0' 16 PGS. 1 RESULT OK Marcia Banach-Office Building South--Evergreen Walk Pa e 1 From: Marcia Banach To: Lamson,Alan Date: 2/17/06 3:43PM Subject: Office Building South--Evergreen Walk I have very few Planning Dept comments on Appl#06-01 P,Office Building South: 1.I can't locate a free-standing sign;legend has a symbol for one. 2. Need sidewalk connections from roads into the site(similar to ECHN)so that a pedestrian doesn't have to walk down a driveway. 3. Is the Swale along the east side of the reserve parking a temporary Swale that will be eliminated when Unit 11A is developed?(I'm looking at the driveway extension that goes through the Swale.) Any questions,call me. Marcia Banach,AICP Director of Planning Town of South Windsor 1540 Sullivan Ave,South Windsor,CT 06074 860-644-2511 x 253 banach@southwindsor.brg www.southwindsor.org CC: Doolittle,Jeff Mares Banach-Office_Building South Ever teen Walk Pa e 1 From: Marcia Banach To: Lamson, Alan Date: 2/17/06 3:43PM Subject: Office Building South--Evergreen Walk I have very few Planning Dept comments on Appl#06-01 P, Office Building South: 1. 1 can't locate a free-standing sign; legend has a symbol for one. 2. Need sidewalk connections from roads into the site(similar to ECHN)so that a pedestrian doesn't have to walk down a driveway. 3. Is the swale along the east side of the reserve parking a temporary swale that will be eliminated when Unit 11A is developed?(I'm looking at the driveway extension that goes through the swale.) Any questions, call me. Marcia Banach, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave, South Windsor, CT 06074 860-644-2511 x 253 banach@southwindsor.org www.southwindsor.org CC: Doolittle, Jeff SOWN Sf4 x F Townap s-outs ?dt�� C - G U sfi 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 f�d AREA CODE 860/644-2511 SOR•COC� SOUTH WINDSOR FIRE MARSHAL'S OFFICE SITE PLAN COMMENTS Evergreen Walk Office Building South Date: 2006/02/17 Inspection Number: sp-002.06 Report By: Walter Summers, Fire Marshal op Site Plan Comments: 1)Hydrant to be located somewhere on the Southwest side of building and near FD connection for sprinkler. 2) Fire Lane marking? 3) Knox Box to be provided MAR. 15. 2006 2:32PM FUSS & ONEILL NO- 233 P. 1 M/S Town Line Associates 555 Main Street Manchester, CT 06040 March 15, 2006 Inland Wetland/Conservation Commission Town of South Windsor 1540 Ellington Road South Windsor, CT 06074 Re: Office South, 2700 Tamarack Avenue Application # 06-01 P Dear Commission Members, This letter requests and approves an extension of time to conclude the public hearing on the subject application for a period of 7 days to allow the hearing to continue on Wednesday, March 22, 2006. Jo , ineAssociates nguerrar, duly authorized Cc: Alan F. Lamson Atty. Laurence P. Rubinow MEMORANDUM To: Marcia Banach, Director of Planning Jeff Folger, Environmental Planner From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 3/28/06 RE: App 06-01 P Office Building South I have reviewed the revised development plans for the Office Building South on Evergreen Walk property along Buckland Road, and I have the following comments: 1. Are all 4 stop signs necessary at the intersection of Tamarack Ave and Evergreen Way and at the sharp comer on Evergreen Way? The plans show a stop bar at both ends (N&S) of the front drive along the west side of the building but no stop signs. Add a stop sign at these two locations. 2. This plan includes connecting Evergreen Way with Tamarack Drive. However, Evergreen Way does not seem to be suitable for a connector road from ECHN to the Shops at Evergreen Walk as it is narrow and there are several sharp turns. Why not make Evergreen Way wider with a median and turn lanes? Is there a plan to build Tamarack Drive to connect the north and south ends of this property in the future? 3. There should be a large visible barrier (such as a guardrail) with reflectorized signs at the sharp comer on Evergreen Way shown on these plans so vehicles do not drive off the pavement and into the drainage ditch if they miss this turn. 4. Include flow/sizing calculations for the Vortechs Model 9000 sediment chamber. 5. 1 still have questions about the Drainage Report and would be glad to talk to the Engineer about these issues. This report needs to be signed and stamped by a licensed PE in CT. The pipe report in Appendix A shows three 30" pipes with insufficient capacity, however, the value used for Mannings n was high. This needs to be checked. What flows and detention time was the detention basin designed for? The Drainage Report has different inlet flows in the pipe report, Appendix B and Appendix F. It is also not clear how the detention basin outlet flows were calculated. What are the expected water elevations in the detention basin for the different storms? Again Appendix B and F have different outlet flows and water surface elevation values. What is the expected detention time for a 10 year storm in the detention basin and the duration of the discharge from the detention basin? This basin needs to be designed to hold the stormwater long enough to provide stormwater treatment, reduce the outlet flow and offset the peak discharge so there is no adverse effects such as erosion or flooding on downstream channels or properties. Over half of the proposed detention basin is to be constructed in fill. Details for the construction of this basin need to be included in the plans. Does this proposed basin need a DEP Dam Safety, Repair J and Alteration permit? Extend the gravel drive to the detention basin outlet for maintenance? 6. All the roof runoff enters the level spreader at a velocity of over 5 fps and has to make a sharp turn to fill the level spreader before flowing out into the field. The configuration of the level spreader should be checked to be sure this will not cause erosion of the sides of the level spreader. 7. The Drainage Report shows a grass swale and calculations. Where is this located on the plans? 8. The culvert and old farm crossing in the drainage ditch between ECHN and this site needs to be removed and the channel restored in this area. This culvert appears to be undersized and may be clogged by debris in the channel, resulting in flooding of either adjacent site. 9. Check for conflicts between the utilities (esp storm drainage and water) and the landscaping and lighting. These need to be corrected. 10. Provide design calculations for the sanitary sewer pump station and pressure main. The long sanitary force main should have clean-outs or access ports at bends and regular intervals for maintenance access. Show these on the plan. 11. Include a detail for the transition from the sanitary force main to a gravity line upstream of the existing manhole behind LA Fitness. Consider designing the sanitary sewer main to be gravity flow for as far as possible upstream of the connection to the existing manhole behind LA Fitness to serve future buildings in this area. 12.Add items for the regular sweeping of the parking lot, sidewalks and driveways, and inspection/cleaning intervals for the Vortechs unit to the stormwater Operations and Maintenance plan (on sheet CE.5.1) 13.What is the Basin Outlet Structure detail for and where is it to be located? (On sheet CE.5.1) Is this a Temporary Basin Outlet Structure? Show where this is to be installed. 14. Include a detail for the rip rap emergency spillway construction. 15.Change the concrete sidewalk detail to show a 4 ft minimum sidewalk width. 16.Extend the trash rack to cover the upper 6" inlet orifice on the detention basin outlet structure detail. 17.The detail for the Roof Drain Pick-up needs to include a metal frame and cap if this is in pavement or a concrete sidewalk. 18.Will drains be included in the process aggregate fill over the culvert to drain any water that seeps into this material through the grass surfaces over the culvert. 19.This project must be submitted to the WPCA for review and approval. Please call me if you have any questions. � v Appl 06-01P, Office Building South (at Evergreen Walk) Public Hearing, March 28, 2006 Planning Department Report 1. Reques�sit-e-Oarr ing ' sou,th-ef4h CHN off iI ' �t a id�west of _Bnckland Road;Cateway- . Maximum impervious coverage allowed is 60%. In the Gateway zone, the entire project is treated as one lot for development purposes, so the cumulative impervious coverage on the entire 232-acre site will be 21.4% including all development to date plus this application. Proposed building height is 44 feet; 60 feet allowed. . Since the entire Evergreen Walk site is a consolidated lot, individual yard setbacks do not apply except around the perimeter of the site; however, the applicant has chosen to maintain Hof the Gateway Zone yard setbacks for this application. 2. This-sill-bea Evergreen,Walk'&mtexnaLroad network, with a southern--extension of'Tamarack Avenue-and an interconnection-'i-a The key map on page GI.0.2 shows the centerline of the Tamarack Avenue extending to the existing loop roadway on the western edge of the parking lots for the Shops at Evergreen Walk. At the present time, that existing loop roadway is not a boulevard, so it seems appropriate that it will at some point need to be reconstructed so that the entire length of Tamarack Avenue is a boulevard. 3. State Traffic Commission approval has been granted for the entire development as shown on the General Plan, including 650,000 square feet.of office buildings. 4. The General Plan shows office buildings occupying the entire area bounded by Tamarack Avenue, Deming Street, Buckland Road and Cedar Avenue, so this office building conforms with the master plan in that respect. Over time, as the actual buildings are designed and located, the concept locations shown on the master plan are being replaced with the realities of individual client requirements. The parking configuration is different from the General Plan but conforms with the desired Gateway Zone parking objective of distributing the parking around the building rather than having the all of the parking located between Buckland Road and the building. 5. Sidewalks are shown to be extended along Tamarack Avenue and along the northern side of the Evergreen Way extension, up to LA Fitness' driveway. i There is a gap in the Evergreen Way sidewalk between LA Fitness' 2 driveways and then the sidewalk picks up again on Evergreen Way. The gap needs to be filled in so that there is a continuous sidewalk from Deming Street throughout the street network. 6. The parking requirement for medical office buildings is one space per 200 square feet of gross floor area or 4 spaces per treatment room plus one space per employee, whichever is larger. At this time the plan reflects one space per 200, square feet, with some additional reserve parking. We anticipate that over time; as more and more commercial buildings are erected, shared parking will become a bigger factor and parking should not be an issue. 7. C-ighting-pe e4ioi his--�S-feet:-Luminaires-'are-full-cut�off fixtures. There is no visible rooftop mechanical equipment. Architectural and Design Review Committee reviewed this plan on February 16 and was satisfied with the design. 8. The parking lot landscaping requirement for the Gateway zone is 10% for this site. Landscaped areas totaling 15% have been provided. 9. A free-standing sign is proposed at the site entrance on Tamarack Drive. A preliminary sign design has been provided. 10.There are regulated wetlands on site. IWA/CC was originally scheduled to hear this application on March 15, but the meeting was cancelled due to lack of a quorum of IWA/CC members. The IWA/CC hearing has been rescheduled to April 5. This PZC hearing will need to remain open for the wetlands commission's report, unfortunately due to circumstances beyond the applicant's control. 11.The box culvert on Tamarack Avenue that crosses the wetlands between ECHN and this new building shows a parapet wall that appears to be plain concrete on the inside facing the roadway. We learned with the Shops at Evergreen Walk that we need to face those inside parapet walls with a decorative facing, not leave them as plain concrete. Staff would like to see a decorative facing added to the plans, with a detail provided before the public hearing continuation. 12.Publc°wateri -a�al . rite annrnval is rend;_. B.There is a dumpster on the north side of the parking lot, on a concrete pad with screening. 14.There was no notification to other towns required as this application is not within 500 feet of a town boundary. 2 15.If this site plan is approved, the Planning Dept. requests the following modifications: • Provide a light fixture detail that specifies full cutoff fixtures. • Add street lighting along the Tamarack Drive extension, and a streetlight at the sharp corner on Evergreen Way extension between LA Fitness and the new site. • Close the sidewalk gap along the back of LA Fitness. • Add decorative facing to the inside of the box culvert parapet walls. 3 -37 Fes. 9 b - ej�S 15.If this site plan is approved, the Planning Dept. requests the following modifications: • Provide a light fixture detail that specifies full cutoff fixtures. • Add street lighting along the Tamarack Drive extension, and a streetlight at the sharp corner on Evergreen Way extension between LA Fitness and the new site. • Close the sidewalk gap along the back of LA Fitness. • Add decorative facing to the inside of the box culvert parapet walls. April 25, 2006, PH Continuation—Update 1. The IWA/CC approved this application on April 5 with approval conditions requiring a monitoring plan to be drafted in order to monitor the rain gardens for 5 years; a bond in the amount of$20,000 to ensure compliance with the erosion and sedimentation control measures; and a bond in the amount of $50,000 to ensure establishment of the stormwater structures. 3 ej FUSS &O'NEILL Disciplines to Deliver APR 0 6 2006 April 3,2006 Jeffrey B.Doolide,P.E. Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 Re: Application#06-01P Office South at Evergreen 'Valk Response to Jeffrey Doolittle's Comments dated March 28,2006 Dear Mr.Doolide: The following is in response to your comments dated March 28,2006 and our meeting in your office on Friday,March 31,2006 for the above referenced projects. Fuss&O'Neill's response below pertains only to the comments for our portion of the project. The other comments are addressed under separate cover by the appropriate professionals. Fuss&O'Neill's responses are in italics. 1. Are all 4 stop signs necessary at the intersection of Tamarack Ave and Evergreen Way and at the sharp comer on Evergreen Way? The plans show a stop bar at both ends N&S) of the front drive along the west side of the building but no stop signs. Add a stop sign at these two locations... The.4 stops signs are necessary for safety reasons until Tamarack Avenue and Evergreen irlay are extended in the future. Stop signs have been added to the revised plans. 2. This plan includes connecting Evergreen Way with Tamarack Drive. However,Evergreen Way does not seem to be suitable for a connector road from ECHN to the Shops at Evergreen Walk as it is narrow and there are several sharp turns. Why not make Evergreen Way wider with a median and turn lanes? Is there a plan to build Tamarack Drive to connect the north and south ends of this property in the future? FU Architecture mill respond to this comment. 146 Hartford Road Manchester,Cr 3. There should be a large visible barrier(such as a guardrail)with reflectorized signs at the sharp 06(40-5992 corner on Evergreen Way shown on these plans so vehicles do not drive off the pavement and t(860)(46-2469 into the drainage ditch if they miss this turn. (800);36-2469 f(860)133-5143 Guardrail and refiectori.Zed signs have been added to the revised plan. www.FaadO.com 4. Include flow/sizing calculations for the Vortechs Model 9000 sediment chamber. C.atuecticut The calculations for the Vortechs Model 9000 are included in the revised Drainage Report. Mawchusetts -,New York Rhrde-lsland NortnCarolina G:\P2000\481\SI0\Response to Jeff Doolittle's Comments March 28 2006.doc SoutrsCarolina Corres.(HQ) Jeffrey Doolittle,P.E. April 3,2006 Page 2 5. I still have questions about the Drainage Report and would be gland to talk to the Engineer about these issues. This report needs to be signed and stamped by a licensed PE in CT. The pipe report in Appendix A shows three 30"pipes with insufficient capacity,however,the value used for Mannings n was high. This needs to be checked. What flows and detention time was the detention basin designed for? The Drainage Report has different inlet flows in the pipe report,Appendix B and Appendix F. It is also not clear how the detention basin outlet flows were calculated. What are the expected water elevations in the detention basin for the different storms? Again Appendix B and F have different outlet flows and water surface elevation values. What is the expected detention time for a 10 year storm in the detention basin and the duration of the discharge from the detention basin? This basin needs to be designed to hold the stormwater long enough to provide stormwater treatment,reduce the outlet flow and offset the peak discharge so there is not adverse effects such as erosion or flooding on downstream channels or properties. Over half of the proposed detention basin is to be constructed in fill. Details for the construction of this basin need to be included in the plans. Does this proposed basin need a DEP Dam Safety,Repair and Alteration permit? Extend the gravel drive to the detention basin outlet for maintenance? The revised Drainage Report 4,signed and stamped by a licensed PE in CT. The pipe report in A endix A has been revised to use the convetiVan,nings n. The pipes all have sufficient capacity. The Drainage Report shows the analysis of the total watershed for a full build in Appendix E. This analysis waf used to determine the side of the detention basin. Aptendix B is the analysis of the total watershed for the development of the Office South site only. The expected water surface elevations for the detention basin are shown in revised Appendix B for the development of theproposed Oice South site and they are shown in Appendix E for the full build condition. Text has been added to the revised report for clarification. The detention time for the 10- year storm is included in Appendix E. Three stone beans have been added to the low fow channel in the detention basin to assist in stormwater treatment and minimize the peak discharge. The stone berms are shown on the revised plans. This detention basin is constructed similar to the other 4 detention basins on site. During the design of the basins,it war determined that a DEP Dam Safety, Repair and Alteration permit was not required Thegravel drive to the detention basin has been modified 6. All the roof runoff enters the level spreader at a velocity of over 5 fps and has to make a sharp turn to fill the level spreader before flowing out into the field. The configuration of the level spreader should be checked to be sure this will not cause erosion of the sides of the level spreader. A drop manhole was added to the revised plans to slow the stormwater down before it reaches the level spreader. In addition,more rip rap armoring was added to the discharge in the level spreader so that no erosion occurs. These changes Are shown on the revised plans. 7. The Drainage Report shows a grass swale and calculations. Where is this located on the plans? Thegrass Swale and calculations have been removed from the drainage report. There are nograss smaks on the revised plans. G:\P2000\481\S10\Response to Jeff Doolittle s Comments Match 28 2006.doc Cones.(HQ) ` f Jeffrey Doolittle,P.E. April 3,2006 Page 3 8. The culvert and old farm crossing in the drainage ditch between ECHN and this site needs to be removed and the channel restored in this area. This culvert appears to be undersized and may be clogged by debris in the channel,resulting in flooding of either adjacent site. The revised plans call out for the odd farm culvert and crossing to be removed and the channel restored. 9. Check for conflicts between the utilities (esp storm drainage and water) and the landscaping and lighting. These need to be corrected. Rosemary Aldridge,Incite Inc.,will check herplans against ours to coordinate tree plantings with the proposed utilities and make any necessary a,ustments. 10. Provide design calculations for the sanitary sewer pump station and pressure main. The long sanitary force main should have clean-outs or access ports at bends and regular intervals for maintenance access. Show these on the plan. The calculations and recommendations for the sanitary sewerpump station and pressure main were done by Water Resource Technologies and are attached 11. Include a detail for the transition from the sanitary force main to a gravity line upstream of the existing manhole behind LA Fitness. Consider designing the sanitary sewer main to be gravity flow for as far as possible upstream of the connection to the existing manhole behind LA fitness to serve future buildings in this area. A callout has been added to the revised plans to require that a 6-inch diameter length of pipe be connected to the sanitary manhole and the force main will tie into the 6-inch lateral. This is what was done for the ECHN force main connection to the gravity sewer in Buckland Road 12. Add items for the regular sweeping of the parking lot,sidewalks and driveways and inspection/cleaning intervals for the Vortechs unit to the stortnwater Operations and Maintenance plan (on sheet CE.5.10. The information has been added to the revised plans. 13. What is the Basin Outlet Structure detail for and where is it to be located? (On sheet CE.5.1) Is this a Temporary Basin Outlet Structure? Show where this is to be installed. It is a temporary sediment basin outlet structure. 14. Include a detail for the rip rap emergency spillway construction. The detail has been added to the revised plans. G:\P2000\481\S10\Response to Jeff Doolittle's Comments March 28 2006.doc Cones.(HQ ,f Jeffrey Doolittle,P.E. April 3,2006 Page 4 15. Change the concrete sidewalk detail to show a 4 ft minimum sidewalk width. The concrete.sidewalk detail shows a minimum 4'sidewalk on the revised plans. 16. Extend the trash rack to cover the upper 6"inlet orifice on the detention basin outlet structure detail. A trash rack has been added to cover the upper 6"inlet orifice. 17. The detail for the Roof Drain Pick-up needs to include a metal frame and cap if this is in pavement or a concrete sidewalk. Metal frame and cap is called out on the revised plans. 18. Will drains be included in the process aggregate fill over the culvert to drain any water that seeps into this material through the grass surfaces over the culvert. No. The area isgraded such that any overflow will drain to thegutters. 19. This project must be submitted to the WPCA for review and approval. This project will be submitted to the"CA for review and approval the week ofApril3,2006. Please do not hesitate to contact me at 646-2469 ext. 5269 if you need additional information. Sincerely, Michelle Carlson,P.E. Associate Attachment c: Marcia Banach,Town Planner,Town of South Windsor Jeff Folger,Environmental Planner,Town of South Windsor Alan Lamson,FLB Architecture&Planning,Inc. G:\P2000\481\S10\Response to Jeff Doolittle's Comments March 28 2006.doc Corres.(HO) '�■`ar 01 2006 4: 35PM Water Resource Technologi 860. 872. 6822 P. 1 1 War Water ReSource Technologies, LLC R, .'cLA. C P.O.Box 156 Vernon, Connecticut 06066 Tbc fhln IP-a I e S Voice 518.81.7.3198 Fax 860.872.6822 Scrvice 877-WRT-PUMP cal exanderna.wrt ll.c.corn Protecting Fitsrshec/ Attention: Michelle M Carlson Company: Fuss& O'Neill Inc. Subject: Office South Building Date: March 1, 2006 Michelle, Attached are the hydraulics and preliminary pipe sizing analysis for the office south building at Evergreen Walk. I ran the analysis using 1-1/2" SDR 9 IPS HDPE pipe with a"C"factor of 150.Two separate reports were calculated to show the friction loss and velocity in situations where one or both pumps were running. Both head conditions were well within the ideal operating parameters. I am assuming you will be using the same pump that we used for the previous building, which is a quadraplex tank with only 2 cores installed. That will handle your 6,600 gpd estimate and should work perfectly. I would recommend a flushing connection installed at the first 90 degree bend for cleanouts. If you have any other questions please feel free to give me a call. Regards, Connor Alexander Connecticut Sales Water Resource Technologies, LLC O i r N O O O -A Cil n , 01 C P`7• � ,. L�+a:.R;...sz sw•,."-y..y .Y--r:tC � .,i_��'�'+.�r-'"'"�2""�'+sl.��'' y�.' ,3.�r`xs�u7 r�'p.' ssy' .f3+• ..y, .t....r ,5! ..r:`r .s a �.� � y,y. � ,h", �'L" �, 4,..+... .�p'�"�s+'_�3�Y.."•e..,y�a''r'�'^�'_t'w9}'�•3i Jx'n;y�Z't '¢..;'dktt°}i�-'r.:'..3�.—. 'p'a<ri��w�. f r�': � �: t ..,:e'� S.' �F�tYr'. .,,�y=.r ��y"`.�it?. t tom,t 3 .�7.`�A.k•��' a"i",,.,, � •'."sEi ?�'.f,�'�`?{y;'-^ r€���, t� 7 � t i �'� '.s ?f`"' w k 'd: tia'�' .�,, i .�7"r .,.,t'V �.«^A�'G• ,� w� t�jaa`t�.r. O�M..-c LCd it z. •� R t �"'ra :✓a ra-c: + �i1 gar- °sY, ryN i s w cu n sue,s _ ? -.....t '- ,"a k,;,,,s `{xL ') v r ,• .-mot; � , �r� ��,�a�' � i,+�'^ ,��+ '�r,F=-� �,,,n.-cy``�"l,i+++.+., �, `� t w,:�,i'' '+--s�:...��` x4•�++...ar� E �^.� tf.�•+...w 1,.+yl�"C+.-.a byt +.-.�t. �.,� fqx i:�,; �{s�•t�� r.r �j ,.kr'L�.�..,P� r i'31`�`it" !_r"w �•..'S" .F•....�- 1 +t;2 .,h"'�., i"7�'L�, �?I •1',n• �l �+,F � ';ASf'h �''ftz•�r T)-p�13�y"7..4 i � 'I SL 'r'.' 'iC,r'.T, � �F t *33 f. N•z.�-•, ,� . ' 3.1 • ..ai x s. L ..� rf :. y ;f g SFr p s r „ rz'^.t.:s x...: r s, ..+.". :._eL .. nrt y)a ;' i 4 k �,�*" ! Ct rD L �-Connor Alexander � a y4 p. 7 � 'R��'` r•��.x�.•" +fit-rT,'-s^^�+- r 1._^':•..-r+ �. �^t,.x.. ;tk� s '�.j41�'i } •�- .. .c`9z ^"s^*�ry•,..-w• .. �' ... -. .. _ y t .+ 1w 4 { ka. ,sR 1 1,.�{. i:�• •"•a '-1 v,X.y'' R '+�tAilsx� >:a�� ,1 /• x+' � .. .... ... iig .•r, s� y��y x �tfr :wTaliy� tom.si Q istY+ to 3 "ry � �_ arxr�� r� Office South Building at Evergreen Walk r �' a. �rGll4µ y3Tgtl t,�7,S� t .. ._..1LI��r�..�}.:.s�,� ^sii��, .��;1.,P�.�r { �i +i'+y.xA'. .,;t..-.._�r!v:�;•12:�.�:"'n l''l: '�''f,%rt{t t.... . ...i.:: : til�r�'.'f-'_�. !„I.,.T^xY 0 m !'L% r st{ "a}�f a�""t'*' i ':..., •r.' 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'a[ ,,,,.�•;�hl hi��'."� {F-'3�,+L11 S Y- ,r�S••n n 4 JX"C�3,. 41i O _..Y� R f'.. z�„^f� -�'k� � - 1[t��� '�•-i��{����t�js......`"�t„+l � � d � ...r..",'J.. ^'t Kc .'rw.?.,_....o�^^F•)�.3.�.v--ter�•+.t � �, g. •'+m .' t{..,.:;,x.1.Y •X ..»...+� t 'hS• •rx'¢s7l.N" y�•_"'Cr.� -a....S,p.ta ..,__, {f iKL Yrtn�t �1 Yny._ A �.f-. 5 i ,.,. _�"'• ..i'.r3:.' .� ,.._� tl•-- i..r ttR�.�a"•{`u*�"�;'X",.��_w3!„-�'F"."A 7..�'.bfl:!�`t'. ...�t'�.�.,...i�:*T_+ nF 't f ti'n_ x i5. �•�� +�'-•b t�n���t U.,� r 6600 , ,r. v, 240 Volt 60 Hz �. oaf s a�iT co r.., "w+,[+ �X9C"•'X3+ } ssrq±..,._. -i.. pFf�v'"�tsi'.* ' •�' .,3` i`- i^r--vim(" �t'�`zw ..•.�•d"'�•'.:+•.iwa•+ _:.� 7"'7«.i ' CD c• � ,', .+' � � .-t :+� -Kr T .,a a-f'1' A.. �"�N'+ � 2«i�'` ;-a 'yv17��'� "�" +: . ' ti ,�"','• O J N . . , •_ .. to m ' N N File: Blank Hydraulic Analysis Sheet:Main Menu Page 1 of 3 N 9 3/1l2006 r i PRELIMINARY PRESSURE SEWER—PIPE SIZING AND BRANCH ANALYSIS Blank Hydraulic Analysis c Dale: Mar-01-06 Office South Building at Evergreen Walk 11 , Prepared By: o, Fuss 8 O'Neill Connor Alexander �- . IV Zone Number Of Cores Accumulated Maximum Number Maxmum Pipe Maximum Length Friction Friction Accumulated Maximum Minimum Static Total O Number Connected Total Of Cores Of Simultaneous Flow In Size Velocity Of Main Loss Factor Loss Friction Loss Main Pump Head Dynamic 0 This Zone This Zone Operations GPM (Inch) (FPS) Thls Zone (FT1100 Fn This Zone (Feet) Elevation Elevation (Feet) Head(Ft) Pipe diameters used for: SDR 8 PE Pipe(t1S) Power: 240 Volt 60 Hz Constant for inside roughness of"C = 150 4 .._. W One Core Runnin • 3 1.00 1 1 1 13 1.50 2.43 1262 1.70 21.43 21.43 136 1 115 21 42.43 Both Cores Running E - -- tt rD 2.00 2 2 2 22 1.50 4.11 12621 4.50 56.79 56.79 13( 115 21 77.79 rm to _- o C n m - m - o T...._ :3 O 0'Q • r• 00 l IV m m N I I • a Page 2 of 3 Note:This analysis valid only with the use of ElOne positive displacement pumps. LIPS 2000—Ver 1.0 W PRELIMINARY PRESSURE SEWER-PIPE SIZING AND BRANCH ANALYSIS Blank Hydraulic Analysis Date: Mar-01-06 Office South Building at Evergreen Walk Prepared By: Fuss&O'Neill Connor Alexander Zone Accumulated Existing Gal Per Length Capacity Average Average Average Accumulated o Number. Total Of Cores Pipe 100 Lineal Of Of Daily Fluid Changes Retention Retention O 0) This Zone Size Feet Zone Zone Flow I Per Day Time(Hr) Time(Hr) Pipe diameters used for: SDR 9 PE Pipe(US) Gallons/Day/Core = 6600 CJ One Core 3 1.00 1 1.50 8.91 1262.00 112.47 6600.00 58.68 0.41 6.41 Both Core.; E a cr 2.00 2 1.50 i 8.91 1262.00 112.47 13200.00 117.36 0.20 0.20 1 M m In _..—, O _ c m m n 0 1-- I 0 00 i a)- _.— O i I J N m N a -� Page 3 of 3 Note:This analysis valid only with the use of ElOne positive displacement pumps. LPS 2000—Ver 1.0 1 1 1 APR 0 6 2006 ' DRAINAGE REPORT OFFICE BUILDING SOUTH AT EVERGREEN WALK BUCKLAND ROAD ISOUTH WINDSOR, CONNECTICUT April 3,2006 I q""gnel, ��•pF.GONly�rek- '9� •.G No L0951 �amumaN`� 1 II FUSS&O'NEILL 146 Hartford Road,Manchester,CT 06040 80 Washington Street,Suite 301 Disciplines to Deliver TEL 86o 646-2469 FAX 860 533-5143 Poughkeepsie,NY 12601 TEL 845 452-6801 FAX 845 452-5186 56 Quarry Road,Trumbull,CT 06611 TEL 203 374-3748 FAX 2o3 374-4391 610 Lynndale Court-Suite E,Greenville,NC 27858 378 Northlake Boulevard,Suite 281 TEL 252 355-1370 FAX 252 355-8186 North Palm Beach,FL 33408 The Foundry Corporate Office Center ' TEL Boo 850-2348 FAX 561 848-7594 275 Promenade Street,Suite 350,Providence,RI 02908 TEL 401 861-3070 FAX 4o1 861-3076 78 Interstate Drive,West Springfield,MA 01089 TEL 413 452-0445 FAX 413 846-0497 1419 Richland Street,Columbia,SC 29201 TEL 803 376-6034 FAX 803 376-6035 ' 24 Madison Avenue Extension,Albany,NY 12203 TEL 518 218-0600 FAX 518 218-0606 1 ' Fuss&O'Neill Inc. DRAINAGE REPORT OFFICE BUILDING SOUTH AT EVERGREEN WALK ' BUCKLAND ROAD SOUTH WINDSOR, CONNECTICUT TABLE OF CONTENTS SECTION PAGE EXECUTIVESUMMARY.....................................................................................................................1 INTRODUCTION...................................................................................................................................2 EXISTINGCONDITIONS...................................................................................................................2 PROPOSED CONDITIONS................................................................................................................3 METHOD..................................................................................................................................................3 StormSewer System....................................................................................................................3 Podunk River Watershed Analysis............................................................................................3 ' PODUNK RIVER WATERSHED ANALYSIS................................................................................4 Assumptions in the Model..........................................................................................................4 FUTUREDEVELOPMENT.................................................................................................................4 ' SUMMARY................................................. .... ... ..... ........ ... . ... .........5_. G:\P2000\481\S10\Dratn�\Drainage Report-03-30-06.doc 1 Fuss&O'Neill Inc. DRAINAGE REPORT OFFICE BUILDING SOUTH AT EVERGREEN WALK ' BUCKLAND ROAD SOUTH WINDSOR, CONNECTICUT TABLE OF CONTENTS (continued) ' APPENDICES END OF REPORT ' A STORM SEWER SIZING B PONDPACK MODEL ON-SITE ANALYSIS -PROPOSED &EXISTING ' CONDITIONS C PONDPACK MODEL PODUNK RIVER WATERSHED TO VINTON'S POND ' AT ROUTE 30 -EXISTING CONDITIONS D PONDPACK MODEL PODUNK RIVER WATERSHED TO VINTON'S POND ' AT ROUTE 30 -PROPOSED CONDITIONS E PONDPACK MODEL FULL BUILD ANALYSIS—PODUNK RIVER ' WATERSHED TO VINTON'S POND AT ROUTE 30 TO SIZE DETENTION BASIN NO. 7 G:\P2000\481\S10\Drainage\Drainage Report-03-30-06.doc 11 Fuss&O'Neill Inc. 1.0 EXECUTIVE SUMMARY ' This report summarizes the changes in drainage that will occur as a result of the construction of medical office building on Evergreen Way. The medical office building is located on Evergreen ' Way,between L.A. Fitness and Eastern Connecticut Health Network (ECHN). Runoff from the proposed medical office building parking lots and access driveway will drain ' into a contained storm sewer system and enter Detention Basin No. 7 west of the property. The pre and post-development flows for the site will be as follows: 1 q Frequency TM Existing %Proposed r Change � ��� (yrs) ����F Discharge Discharged (CFS} 2 4.21 4.68 0.47 10 14.65 13.02 -1.63 25 21.53 18.27 -3.26 100 35.29 28.40 -6.89 The effect of the proposed project on downstream portions of the watershed was also investigated. The.existing conditions in the below tables include the approved developments at Evergreen Walk (Expo,ECHN,The Shops at Evergreen Walk,LA Fitness). Pre and post- development flow rates for Plum Gulley Brook at Clark Street will be the following: re uen � xis � po (yrs} D�scharge���T}ischarge�,, ��- CFS _ r CFS 2 76.74 54.67 -22.07 10 335.85 330.71 -5.14 25 583.84 576.35 -7.49 100 1138.83 1130.52 -8.31 As shown above,there will be a decrease (28.76% of the total discharge) for the 2 year storm event at Clark Street with the proposed development. Pre and post-development flow rates for ' the Podunk River at Vinton's Millpond dam will be. Frequent yflEs�ingPrQposei ,�Chag � (yrs} `� �-�iscfiarge Discharge CFS 2 158.15 157.98 -0.17 n 10 898.72 895.44 -3.28 25 1562.57 1557.04 -5.53 100 3088.24 3083.15 -5.09 ' As shown above,there will be an insignificant decrease in flow(0.16%of total flow) for the 100 year stormwater event with the proposed development. G:\P2000\481\S10\Drainage\Drainage Report-03-30-06.doc 1 i Fuss&O'Neill Inc. ' 2.0 INTRODUCTION This report contains the site storm sewer sizing calculations,and examines the effects of the proposed medical office building at Evergreen Walk development on discharge rates from the ' site,and on downstream areas in South Windsor, Connecticut. The medical office building at Evergreen Walk is part of the 240 acre Evergreen Walk property ' located on the west side of Buckland Road extending from Smith Street north to Deming Street. Other development on the Evergreen Walk property including Tamarack Road to the South (previously approved by South Windsor as part of the Expo Design Center),the Shops at Evergreen Walk (previously approved by South Windsor),Eastern Connecticut Health Care (ECHN) facility to the north (previously approved by South Windsor),L.A. Fitness (Previously approved by South Windsor), and other possible development in other parts of the property. i This drainage report covers only the proposed medical office building at Evergreen Walk development. The Expo Design Center,ECHN,L.A. Fitness,and the Shops at Evergreen Walk developments are detailed in separate drainage reports in separate applications to the ' Town of South Windsor. Hydrologic analyses of possible future development of the property will be included in separate, future reports. ' 3.0 EXISTING CONDITIONS The Podunk River drainage area encompasses over 7,000 acres.at Route 30,which includes _ approximately 2,700 acres of Plum Gulley Brook drainage area (please see drainage area map). A large percentage of the drainage area is comprised of residential area,while the remainder is ' forest and farmland. Approximately half of the area has Natural Resources Conservation Service (MRCS, formerly SCS) soil type B. The Podunk River drainage area has some areas of type C soil,and both the Plum Gulley Brook and Podunk River drainage areas have small amounts of type A and D soils (see soils map). The majority of Evergreen Walk is currently large areas of meadow and forested areas around the edges of the fields. The Shops at Evergreen Walk,a portion of the Expo Design Center, L.A. Fitness and ECHN are constructed or currently under construction and have been included as existing conditions for stormwater modeling. The area drains from higher points in the east to Plum Gulley Brook to the west. The area of the proposed Medical office building at Evergreen Walk is comprised mainly of type A soils covered by meadows. There are also areas of type B soils near wetlands areas. ' The Podunk River Watershed to Vinton's Pond analyses are included in Appendix C (existing conditions) and Appendix D (proposed conditions). 1 ' G:\P2000\481\SIO\Drainage\Drainage Report-03-30-06.doc 2 Fuss&O'Neill Inc. 4.0 PROPOSED CONDITIONS The proposed development will include an approximately 60,000 square foot medical office ' building with associated sidewalks, access roads and 309 parking spaces. The proposed building access road and parking areas will create approximately 7.14 acres of impervious area. As indicated in previously approved plans, detentions basins No. 1,3, 4 and 8 have been constructed at Evergreen Walk prior to the construction of the medical office building. Based on the attached analyses of downstream conditions at the property line, at Plum Gulley Brook at Clark Street and at the Podunk River at Route 30,it will be necessary to detain stormwater runoff from the proposed site due to'the timing of the medical office building peaks. Stotrnwater runoff will be collected in catch basins with 4 foot sumps and trap hoods and will be discharged into Detention Basin No. 7. The capacity of Detention Basin No. 7 and its outlet structure is designed for any future development of the Evergreen Walk property without effecting the peak flows of the Podunk River at Route 30. The watershed ' analysis of this future development to size Detention Basin No. 7 is included in Appendix E. Outlet flows to design the outlet structure were obtained from the peak flow rate of the detention basin during the 25 year storm event,located in Appendix E. The total detention time for a 10 year storm in Detention Basin No. 7 is 17.075 hours,located in Appendix E. The storm sewer system was designed to convey the 25 year storm. Pipes will be corrugated plastic pipe with a minimum slope of 0.5%. The method used to size the pipes is described below. 5.0 METHOD 5.1 Storm Sewer System The storm sewer system was sized using the StormCAD computer model (please see Appendix A). Input information for the model was derived using Rational Formula methods based on the drainage areas depicted in the drainage area map in Appendix Times of concentration for paved areas were assumed to be the minimum allowable time of 5 minutes. The StormCAD output indicates that all of the proposed pipes will have adequate capacity. ' 5.2 Podunk River Watershed Analysis Haestad Method's Pondpack computer program was used to model the Plum Gulley Brook and Podunk River watershed. The on-site proposed analyses for the Office South building only is included in Appendix B. The off-site analyses for existing and proposed conditions on the Podunk River at Route 30 for the proposed Office South building only are included as Appendix C and Appendix D respectively. The off-site analyses for future development used to design Detention Basin No. 7 is included in Appendix F. The Pondpack program is based on NRCS TR-20 calculation methods. The methods described in the NRCS TR-55 manual were followed to calculate the input data for this model. Times of concentration were calculated using the TR-55 methods for sheet and shallow concentrated flows. G:\P2000\481\S10\Drainage\Drainage Report-03-30-06.doc 3 Fuss&O'Neill Inc. 6.0 PODUNK RIVER WATERSHED ANALYSIS 6.1 Assumptions in the Model The following assumptions were made in the model: • Channel storage in Plum Gulley Brook and the Podunk River are negligible • Storage in Vinton's Millpond is negligible Both of the above assumptions were proved to be true in early stages of the model. Storage and outfall information for Vinton's Millpond were entered into early versions of the model and were subsequently removed,after being shown to have no effect on discharge rates. As can be seen on the drainage area map, the Podunk River passes through swampy areas, which could attenuate flood flow. The Muskingum channel routing option was used to model ' the potential effect of this storage,which was found to have no effect on flow. In order to simplify the model,the channel storage was removed from the model in subsequent runs. To calibrate the model, CNs of 50 were arbitrarily assigned to the Plum Gulley Brook and Podunk River drainage areas. Originally, CNs of 64 and 65,respectively,were calculated for these areas based on land use and soil type,but yielded a 100 year discharge of 6,500 cfs, compared to the FEMA flow of 2,580 cfs for a similar watershed on the Podunk River. Although the CNs for these areas may be artificially low,they remain constant during - evaluation of existing and proposed conditions,and have no impact on evaluating how ' stormwater should be managed at the Evergreen Walk site. For this model,the time of concentration is the more critical variable,as the timing of peak flows which determines the extent of the proposed effects on the existing conditions more than the CN. The times of concentrations for both the Plum Gulley Brook and Podunk River watersheds were measured from the most hydraulically remote point of the watersheds to the points at which the streams concentrate. The paths of the times of concentrations are labeled"Tc", and can be found on the USGS drainage map. The travel times of the receiving streams were modeled using Modified Puls routing. The streams were modeled with 50:1 side slopes,which 1 represents the relatively mild slopes of the overbank areas which flood flows would pass over. The channel routing remains constant between existing and proposed conditions and does not have a large impact on the results. 7.0 FUTURE DEVELOPMENT As noted in the Introduction, additional future development of the site is possible. The hydraulic facilities described in this report have been designed to be consistent with possible future development to maintain on and off-site peak discharges below existing levels. G:\P2000\481\S10\Drainage\Drainage Report-03-30-06.doc 4 Fuss&O'Neill Inc. 8.0 SUMMARY Runoff from the proposed medical office building parking lots and access driveway will drain to p P gP g Y Detention Basin No. 7 to the west of the property. The pre and post-development flows for. the site will be as follows: r- Freq ency :=Est�ng Proposed Changer ` Alf 2 4.21 4.68 0.47 10 1 14.65 1 13.02 -1.63 25 21.53 18.27 -3.26 100 35.29 28.40 -6.89 The effect of the proposed project on downstream portions of the watershed was also investigated. The existing conditions in the below tables include the approved developments at Evergreen Walk (Expo,ECHN,The Shops at Evergreen Walk,LA Fitness). Pre and post- development flow rates for Plum Gulley Brook at Clark Street will be the following: 4 Frequency Ezostyng Pr posed Change = A ors): , =I?ischare Dtschaige {CFS) CAS �� 2 76.74 54.67 -22.07 10 335.85 330.71 -5.14 25 583.84 576.35 -7.49 100 1138.83 1130.52 -8.31 As shown above, there will be a decrease (28.76% of the total discharge) for the 2 year storm event at Clark Street with the proposed development. Pre and post-development flow rates for the Podunk River at Vinton's Millpond dam will be: Frequen '" XIS Pxa osed Gliarig 3 �k (yrs} Discharge xscharge$k"3 PILii PC++ems+ 4" - 2 158.15 157.98 -0.17 10 898.72 1 895.44 -3.28 25 1562.57 1557.04 100 3088.24 3083.15 -5.09 As shown above, there will be an insignificant decrease in flow (0.16%of total flow) for the 100 year stormwater event with the proposed development. 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'•I '•C , 7, •1' �f•I•'�,'f t ,.:,. ,'.TAC y�" � {�'..,`,,;t :j� .5 '; 5' t7�,� j� t 'di1!tt HIAr G r ti � rA 'Q`• •n T `f'.b� 1 �•'�, r•' �.'•.i ` �, p� `� � I>��'0 }„ i,, '(Q%% 74' M�� i. /. N4yb1,. ,•• ! I.i... �1• H(� ESA ,, ''• Wsp1•` :.,.. j ,.. �,0 ESA.(. ,. 1,U 1 t •t• ��'� •� r'r r•✓I• r t_`ti�f1 ::'• •rSl�i. r,,r'a. . xtW iat. • ,� •� a1pCo:.,r,.,;.� It CsA. ,' �•.� J •�•.}�.y is ,,/',' 1 51�,� t, 1M', FROM U.S.D.A SOIL SURVEY vJw' :Z a • ; :E^', a< •r;. ,,r� �, �, �. :ate' . t .w��. y ''�;.•(r}�a ��'' OF HARTFORD COUNTY q, i� ,'t: ,. �t ,�,�f• n">i ./ J:fr TalA%1• �' •i'a � 'r.Y,�� .i,:•k .i. Es l„�• •1 •'}r```����jjjj`;rt ''••.� 'C+A A. A• �,�u•`•!�r1� .s., ,'1 .B.1 "`•" ! ,; � EsA '••-+. .i ��'•',.. �t�'l.n 't �iw�' t, ......__tt' •'1•c _C._. �i ... . ._Y 11� ... tr � t 'rruA»twta'T, •. N f •C P. ti,w"' e 1H,�,�,l.J d�� . -G 000t� Fuss&O'Neill Inc. APPENDIX A STORM SEWER SIZING G:\P2000\481\SIO\Drainage\Drainage ReporLdoc Med. Office Building "C" COEFFICIENTS South Windsor, CT GRASS=0.2 PAVEMENT=0.9 III RERMQ�QW 'PERVIOUS ffOUMPERVIOM'V REA AREA Mlb-h A.- AREA 1 12342 3395 8947 0*078 0,205 0,283 0,71 2 16665 4913 11752 0.113 0.270 0.383 0.69 3 2913 555 2358 0.013 0.054 0.067 0.77 4 12225 3035 9190 0.070 0.211 0.281 0.73 5 25012 6779 18233 0.156 0.419 0.574 0.71 FCE 198258 40228 158030 0.924 3.628 4.552 0.76 7 5138 858 4280 0.020 0.098 0.118 0.78 8 3766 0 3766 0.000 0.086 0.086 0.90 9 8369 3737 4632 0.086 0.106 0.192 0.59 10 6230 728 5502 0.017 0.126 0.143 0.82 11 8786 1515 7271 0,035 0,167 0,202 0*78 12 12549 1702 10847 0.039 0.249 0.288 0.81 13 19102 5269 13833 0.121 0.318 0.439 0.71 14 11337 1396 9941 0.032 0.228 0.260 0.81 15 8315 944 7371 0.022 D.169 0.191 0.82 16 2376 .283 2093 0.006 0.048 a.D55 0.82 17 10920 1162 9758 0.027 0.224 0.251 0.83-- 18 22251 5826 16425 0.134 0.377 0.511 0.72 19 2166 0 2166 0.000 0.050 0.050 0.90 20 4946 572 4374 0.013 0.100 0.114 0.82 R 90"M[MEM 69, � 03MMMM�7' ROOF 20000 0 20000 0.000 0.459 0.459 0.90 CIA M- 0- 111111IM03 -01 See Drainage Areas Plan DRA-1.01 to DRA-1.03 G:\p2001\733\s10\stormCAD\C-coeff 2006-0308.xis Scenario: Base Pipe Report 1 page Label Upstream Downstrearr System Total Average Length',onstructec Section Manningq Full Upstrearr 3ownstrearypstrea ownstrea Hydraulic Hydraulic Node Node Intensity System Velocity (ft) Slope Size n Capacity Invert Invert Ground Ground Grade Grade (in/hr) Flow (ft/s) (ft/ft) (cfs) Elevation Elevation Elevation Elevation Line In Line Out (cfs) (ft) (ft) (ft) (ft) (ft) (ft) P-1 CB-1 CB-2 7.13 1.44 4.23 49.00 0.033874 15 inch 0.024 6.44 111.75 110.09 116.00 116.00 112.23 112.12 P-2 CB-2 CB-5 7.07 3.35 1.90 227.00 0.005000 18 inch 0.024 4.02 109.74 108.61 116.00 115.30 112.12 111.33 P-3 CB-3 CB-4 7.13 0.37 2.81 80.00 0.032500 15 inch 0.024 6.31 114.75 112.15 119.00 116.40 114.99 112.58 P-4 CB-4 CB-5 6.99 1.81 5.62 51.00 0.062644 15 inch 0.024 8.76 112.05 108.86 116.40 115.30 112.58 111.33 P-5 CB-5 MH-1 6.50 7.44 2.37 120.00 0.005000 24 inch 0.024 8.66 108.01 107.41 115.30 119.10 111.33 110.88 P-8 CB-8 MH-1 7.13 0.56 2.22 42.00 0.011905 15 inch 0.024 3.82 115.35 114.85 119.60 119.10 115.67 115.14 P-9 CB-9 CB-10 7.13 0.77 2.00 82.00 0.006923 15 inch 0.024 2.91 111.95 111.38 116.20 115.70 112.39 111.86 P-10 CB-10 CB-11 6.93 1.56 2.80 130.00 0.010248 15 inch 0.024 3.54 111.28 109.95 115.70 114.20 111.86 110.45 P-11 CB-11 CB-15 6.71 2.58 4.32 104.00 0.023846 18 inch 0.024 8.79 109.60 107.12 114.20 113.80 110.21 107.88 P-12 CB-12 CB-13 7.13 1.68 2.17 43.00 0.005000 15 inch 0.024 2.47 107.75 107.53 112.00 112.00 108.48 108.14 P-13 CB-13 CB-15 7.03 3.86 2.59 13.00 0.005000 18 inch 0.024 4.02 107.19 107.12 112.00 113.80 108.14 107.88 P-14 CB-14 CB-15 7.13 1.51 5.77 46.00 0.077826 15 inch 0.024 9.76 110.95 107.37 115.20 113.80 111.44 107.88 P-15 CB-15 CB-16 6.60 8.61 3.27 124.00 0.005000 30 inch 0.024 15.71 106.02 105.40 113.80 114.40 107.88 107.72 P-16 CB-16 CB-18 6.42 8.67 3.28 57.00 0.005000 30 inch 01.024 15.71 105.30 105.02 114.40 114.70 107.72 107.63 P-17 CB-17 CB-18 7.13 1.50 2.59 35.00 0.008571 15 inch 0.024 3.24 110.75 110.45 115.00 114.70 111.35 110.93 P-18 CB-18 MH-2 6.34 12.24 2.49 53.00 0.005000 30 inch 0.024 15.71 104.92 104.65 114.70 115.90 107.63 107.47 P-19 CB-19 CB-20 7.13 0.32 2.00 18.00 0.013880 15 inch 0.024 4.12 112.35 112.10 116.60 116.60 112.59 112.46 P-20 CB-20 MH-2 7.08 0.99 2.38 38.00 0.009215 15 inch 0.024 3.36 112.00 111.65 116.60 115.90 112.46 112.04 P-32 Deten-7 O 0-3 7.13 8.61 8.38 75.00 0.066667 15 inch 0.024 9.03 90.00 85.00 99.00., 86.00 91.14 85.98 P-40 Flared Culv CB-7 7.13 24.85 5.06 93.00 0.005000 30 inch 0.024 15.71 112.00 111.53 118.00 123.40 114.73 113.23 P-41 CB-7 MHA 7.04 25.20 11.01 81.00 0.062097 30 inch 0.024 55.36 111.44 106.41 123.40 119.10 113.15 110.88 P-MH1 MH-1 MH-2 6.26 30.09 6.13 186.00 0.011587 30 inch 0.024 23.91 105.31 103.15 119.10 115.90 110.88 107.47 P-MH2 MH-2 VTECH 6.12 42.07 8.57 67.00 0.005000 30 inch 0.024 15.71 103.05 102.72 115.90 116.80 107.47 104.89 P-ROOF ROOF 0-2 7.13 2.97 5.23 247.00 0.035425 15 inch 0.624 6.59 110.75 102.00 115.00 106.00 111.44 102.59 P-VTEC VTECH 0-1 6.09 41.82 9.25 253.00 0.032490 30 inch 0.024 40.05 102.72 94.50 116.80 97.00 104.89 96.67 P-YD1 YD-1 CB-2 7.13 .0.04 2.00 25.00 0.086393 15 inch 0:024 10.28 112.25 110.09 116.50 116.00 112.33 112.12 P-YD2 YD-2 I CB-5 1 7.131 0.051 2.001 29.001 0.067135 15 inch 0.'0241 9.071 112.451 110.501 116.701 115.301 112.541 111.33 Title:2000481 S10 Project Engineer:Ron B j:\...\481\s10\plan\2000481s10dra001-03-09-06.stm StormCAD v5.6[05.06.007.001 04/03/06 10:32:35 AM ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 llr w M me � M M M m sam l Scenario: Base Inlet Report Label Calculated Ground Set Rim Rim Sump Area Inlet Inlet Time External External Additional Additional Known Inlet Inlet Description Station Elevation Equal to Elevation Elevation(acres) C CA of CA Time of Flow Carryovei Flow Location (ft) (ft) Ground (ft) (ft) (acres) oncentratio (acres) oncentratio (cfs) (cfs) (cfs) Elevation. (min) (min) CB-1 9+02 116.00 true 116.00 107.75 0.28 0.71 0.20 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-2 8+53 116.00 true 116.00 105.74 0.38 0.69 0.26 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-3 7+57 119.00 true 119.00 110.75 0.07 0.77 0.05 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-4 6+77 116.40 true 116.40 108.05 0.28 0.73 0.21 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-5 6+26 115.30 true 115.30 104.01 0.54 0.74 0.40 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-7 5+87 123.40 true 123.40 107.44 0.12 0.78 0.09 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-8 5+48 119.60 true 119.60 111.35 0.09 0.90 0.08 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag CB-9 8+70 116.20 true 116.20 107.95 0.16 0.65 0.11 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag CB-1 7+88 115.70 true 115.70 107.28 0.14 0.82 0.12 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag CB-11 6+58 114.20 true 114.20 105.60 0.20 0.78 0.16 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-1 2 6+10 112.00 true 112.00 103.75 0.29 0.81 0.23 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-1 3 5+67 112.00 true 112.00 103.19 0.44 0.71 0.31 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-14 6+00 115.20 true 115.20 106.95 0.26 0.81 0.21 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-1 f 5+54 113.80 true 113.80 102.02 0.19 0.82 0.16 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag CB-1 4+30 114.40 true 114.40 101.30 0.06 0.82 0.05 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-17 4+08 115.00 true 115.00 106.75 0.25 0.83 0.21 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-1 E 3+73 114.70 true 114.70 100.92 0.51 0.72 0.37 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-1 3+76 116.60 true 116.60 108.35 0.05 0.90 0.05 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag CB-2 3+58 116.60 true 116.60 108.00 0.11 0.82 0.09 5.00 0.00 0.00 0.00 0.00 0.00, Generic Default 1( In Sag Deten 0+75 99.00 true 99.00 90.00 1.30 0.60 0.78 5.00 0.00 0.00 0.00 3.01 0.00 Generic Default 1( In Sag Flare 6+80 118.00 true 118.00 108.00 4.55 0.76 3.46 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag ROOF 2+47 115.00 true 115.00 106.75 0.46 0.90 0.41 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1 In Sag YD-1 8+78 116.50 true 116.50 112.25 0.03 0.20 0.01 5.00 0.00 0.00 0.00 0.00 0.00 Generic Default 1( In Sag YD-2 1 6+551 116.701 true 1 116.701 112.451 0.0410.201 0.011 5.001 0.001 0.001 0.001 0.001 0.00 1 Generic Default 1( In Sag Title:2000481 S10 j:\...\481\s10\plan\2000481s10dra001-03-09-06.stm Project Engineer:Ron B StormCAD v5.6[05.06.007.00] 04/03/06 10:32:48 AM ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Vortechs®Stormwater Treatment Systems VORTECHS SYSTEM NET ANNUAL TSS REMOVAL EFFICIENCY Evergreen Walk Office Building South South Windsor, CT Storrmwater 0 Model9000 System 1 Design Ratio' _ (9.1 acres)x(0.828) x(449 apm/cfs) = 53.2 (63.6 sf) Bypass occurs at an elevation of 107.65' (at approximately 54 gpm/sf) Rainfall Intensity Operating Rate2 %Total Rainfall Rmvl. Effcva Rel. Effcv "/hr m/sf Volume (%) (%) 0.08 4.3 34.3%- 98.0% 33.6% 0.16 8.5 21.4% 96.9% 20.8% 0.24 12.8 13.3% 94.7% 12.6% 0.32 17.0 8.7% 89.9% 7.8% 0.40 21.3 5.1% 86.8% 4.4% 0.48 25.5 2.8% 84.9% 2.4% ' 0.56 29.8 2.6% 82.6% 2.2% 0.64 34.0 1.8% 80.0% 1.4% 0.72 38.3 1.2% 77.2% 0.9% 0.80 42.6 1.3% 74.0% 1.0% 1.00 53.2 1.7% 62.1% 1.1% 2.00 69.8 2.5% 50.0% 1.2% 3.00 78.2 0.6% 38.21% 0.2% 4.00 85.7 0.3% 26.2% 0.1% 89.8% %rain falling at>0"/hr or bypassing treatment= 2.3% Assumed removal efficiency for bypassed flows= 0.0% Removal Efficiency Adjustments= 0.0% Net Annual TSS Removal Efficiency= 90% 1 -Design Ratio=(Total Drainage Area) x(Runoff Coefficient) x(cfs to gpm conversion)/Grit Chamber Area - The Total Drainage Area and Runoff Coefficient is specified by the site engineer. - The conversion factor from cfs to gpm is 449. 2-Operating Rate(gpm/sf) =intensity("/hr) x Design Ratio. 3-Based on 14 years of 15-minute data from NCDC station 4488, Mansfield Hollow Lake, Tolland County, CT 4-Based on Vortechnics laboratory verified removal of 50 micron particle gradation (see Technical Bulletin#1). 5- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: 1/19/2006 Checked by: 203451 ADS.xls 1/19/2006 Vortechs®Stormwater Treatment at ent Systems BYPASS CALCULATIONS Evergreen Walk Office Building South South Windsor, CT StormwaterMG Model 9000 System 1 Vortechs System Specifications and Site Specific Information: Vortechs System flow capacity,Qv= 14.0 cfs Actual length of bypass weir crest= 6.0 ft Design flow rate at recurrence interval, QD= 45.0 cfs Effective length of bypass weir crest, LB= 6 ft Recurrence Interval, I = 25 yr Peak water surface elevation, Ep= 109.0 ft Recurrence Interval Ratio, R,= 8 Discharge coefficient, Co= 3.3 . Notation: QB= Flow over bypass weir,cfs EB= Elevation of bypass weir crest,ft h= Depth of flow over bypass weir crest,ft Calculations: QB= QD -Qv -Calculate the flow over the bypass weir during the design storm. = 45- 14 = 31 cfs QB= CDL13h312 -Francis formula for rectangular weir. h= (QB/3.31- 2/3 B) -Use this arrangement of the Francis formula to solve for h. _ (31 /3.3*,6)112/3 = 1.34 ft - EB= Ep- h -Solve for bypass weir crest elevation(EB). = 109- 1.34 = 107.7 ft Rounded to the nearest tenth of a foot Conclusion: The bypass weir crest should be set at an elevation of 107.65 ft with a total length of 6 ft. Ratio of Stated Return Period Rainfall Intensity to Two-Month Intensity* Recurrence Interval, I : 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Ratio, R : 5 6 7 8 9 10 *See Technical Bulletin 3A. Calculated by: 1/19/2006 Checked b 203451 ADS.)ds 1/19/2006 low R 0-Mm mom"m LIN, • 1_1 -AT all 21 I 12 1 111V IP PM41 Iff all 'w 1 +..�_-r !� e® � ,c ice{:_ . �c�----�- i 5" �W-1 'A, ;t PROJ.No.:200048 W10 Evergreen Walk,LLC.' FIT FUSS &O'NEILL Catch Basin Drainage Areas DATE:Nwamber 1.2005 0 Disciplines to.• Medical Office Building 146 HARTFORD PDAD, MANWE5TER, CONNECTICUT 06040 a6c.6"2469 .—.F.-.dO— South Windsor CONNECTICUT \r'. .\.�;�.•''�'^' _;*..,� `\ \� IDS I O •• •""'".,�-----^� ,. -/, / , 71 / ».,- _..,._,»..bl-•. , ^ p '1 no Yq,Fl,q TTLIt .'^' •^^ ,r �•""�•\ , \ \at\� / �/' ^....-../ /` ` ' � •"`•, 'l`�___ '`.`�ytjl i t\,.Ili~ 5` __ yy � IIIII 1^ I 81 1. 1 ,v 11 }_ \ ww b I ,+ ..�'�,.......... _..,_.,,.,..._,,,._ _•Inc,,. N, ,`�'~•_..,...-....-. 1 I"�\ 1(�^v ,A\ i •• .. /' � -' __. -..,mow ,,;-._-......,rws,,,` `" \�••-. „\ •\,t 1�.�/~�,\•+--^-' _._ _ _.-• � w \ \ \ a `_»—_ •;�J,/� / - _ : / \, , .��.. •"'.,,. Ion.. ` t7 Jr! .,, ;' A - - - N, � / +.. ', �,� . ,.,,1�-� - --•_Ilya_�� ` •� 4441f1 , It I d , --J10.. / ,-•" ---, `. •\ ' ,- r �Y�,J i 1' ... III J , ' 101 .. / .. ................_, / _ \q l PD '.,_ 1 0 , EXI S TINGT G , ,r - 2 \ , \ l 11 ! / __ .." -- ,�` -•NCI-;..<=`�:' �` --'�___. - .. '•� :��� _- ti , r - c I ...., ._� / �.-' ,,.'.�...t ' ., \ �•' „,.. ..,I. (yea•' . a. It It J f' ._.r•' r• ,., //. yr may! / ,... i PROJ.No.:2000481 W 10 Ate, HORZ.:4• 720' Evergreen Walk,LLC. DATE:November 1,2005 • ' ' VERT.: ,TI,�„ FUSS&ONEILL Existing Drainage Areas HORZ,: 0 Disciplines to Deliver VERT.: West Office Building n 120 240 I4601WIPPO10)000114 MMCIIFSML M"O rONN17CTICI IT ....,.,,,�.• ��.I r ...,.......,.. „..._n.,.m,.,,.. Snuth Windsor Existing D a N O Existin g Table of Contents i Table of Contents *w******************** MASTER SUMMARY ' Watershed. . . . . . . Master Network Summary . . . .. . . . .. . . . 1.01 NETWORK SUMMARIES (DETAILED) *************** Watershed.. . . . . . 2yr Executive Summary (Nodes) . . . . . . . . .. 2.01 ****************** DESIGN STORMS SUMMARY ******************* Hartford County Design Storms . . . . . . . . . . . . . . . . . . . . . . 3.01 ********************** TC CALCULATIONS ********************* EXISTING. . . . .. . . Tc Calcs . . . . . . . . . . . . . . . . . . . . . .. . .. . 4.01 CN CALCULATIONS ********************* ' EXISTING. . .. . . . . Runoff CN-Area . . . . . . . . . . . . . . . . .. .. . 5.01 i 1 1 SIN: 621301D2E1CF Fuss & ONeill Inc PondPack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 Type. . . . Master Network Summary Page 1.01 Name. .. . Watershed File. . . . G:\P2000\481\S10\Pondpack\EXISTING S10 10-24-05.PPW ' .MASTER DESIGN STORM SUMMARY Network Storm Collection: Hartford County Total Depth Rainfall ' Return Event in Type RNF-ID----- ---- --------- --- - 2yr 3.2000 Synthetic Curve TypeIII 24hr 10yr 4.7000 Synthetic Curve TypeIII 24hr ' 25yr 5.5000 Synthetic Curve TypeIII 24hr 100yr 6.9000 Synthetic Curve TypeIII 24hr ' MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) ' (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max ' Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID-- --- -- Type Event ac-ft Trun ---hrs--- cfs --ft- ---ac_ft -------- ------- ----- ---- ------ ---------- -- -------- ---- EXISTING AREA 2 .869 12.6250 4.21 ' EXISTING AREA 10 2.333 12.5250 14.65 EXISTING AREA 25 3.284 12.4500 21.53 EXISTING AREA 100 5.145 12.4500 35.29 *EXISTING OUT JCT 2 .869 12.6250 4.21 ' *EXISTING OUT JCT 10 2.333 12.5250 14.65 *EXISTING OUT JCT 25 3.284 12.4500 21.53 *EXISTING OUT JCT 100 5.145 12.4500 35.29 SIN: 621301D2E1CF Fuss & ONeill Inc Pondpack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 Type. . . . Executive Summary (Nodes) Page 2.01 Name. . . . Watershed Event: 2 yr File. . . . G:\P2000\481\S10\Pondpack\EXISTING S10 10-24-05.PPW Storm. . . TypeIII 24hr Tag: 2yr ' NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Hartford County Storm Tag Name = 2yr -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.2000 in Duration Multiplier = 1 ' Resulting Duration = 24,0100 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------- ---- ---------- -- --------- -------- --------- EXISTING AREA .869 12.6250 4.21 Outfall EXISTING OUT JCT .869 12.6250 4.21 r ' SIN: 621301D2E1CF Fuss & ONeill Inc PondPack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 ' Type. . . . Design Storms Page 3.01 Name. . . . Hartford County File. . . . G:\P2000\481\S10\Pondpack\ Title. . . Project Date: 10/24/2005 Project Engineer: REB Project Title: PROPOSED S10 Project Comments: EHCN site- South Windsor, CT ' Existing and proposed conditions Impervious area decreased due to parking changes -8/03. 10/15- added DA to level spreader per DEP ' DESIGN STORMS SUMMARY Design Storm File,ID = Hartford County Storm Tag Name =-2yr --------------------- --------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.2000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs ' Storm Tag Name = 10yr ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIIi 24hr ' Storm Frequency = 10 yr Total Rainfall Depth= 4.7000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs ' Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 25yr Data Type, File, ID = Synthetic Storm TypeIIi 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 ' Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name --=-100y ------- ------------------ ----- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6,9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: 621301D2E1CF Fuss & ONeill Inc PondPack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 Type.. . . Tc Calcs Page 4.01 Name.. . . EXISTING File. . . . G:\P2000\481\S10\Pondpack\EXISTING SIO 10-24-05.PPW TIME OF CONCENTRATION CALCULATOR ------------------------------------------------------------------------ Segment #1: Tc: TR-55 Sheet Mannings n .4100 Hydraulic Length 300.00 ft 2yr, 24hr P 3.2000 in Slope .066670 ft/ft Avg.Velocity .15 ft/sec Segment #1 Time: .5431 hrs ---------------------------------- ------------------------------------ -- Segment #2: Tc: TR-55 Shallow Hydraulic Length 1160.00 ft Slope .051700 ft/ft Unpaved Avg.Velocity 3.67 ft/sec Segment #2 Time: .0878 hrs ------------------------------------------------------------------------ Total Tc: .6309 hrs ------------------------- ------------------------- 1 , 1 1 SIN: 621301D2E1CF Fuss & ONeill Inc PondPack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 Type. .. . Tc Calcs Page 4.02 Name. . . . EXISTING File. . . . G:\P2000\481\S10\Pondpack\EXISTING S10 10-24-05.PPW Tc-Equations-used ------------------------------------------------------------------------ SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches ' Sf = Slope, % SCS TR-55 Shallow Concentrated Flow 1 Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft i i 1 1 1 1 1 1 . SIN: 621301D2E1CF Fuss & ONeill Inc Pondpack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 Type. . . . Runoff CN-Area Page 5.01 Name.. . . EXISTING File. . . . G:\P2000\481\S10\Pondpack\EXISTING S10 10-24-05.PPW RUNOFF CURVE NUMBER DATA . . . . . . . . ... . . . . .. ... . . . . . . .. . ... . . . .. . . . . . .. . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres 96C 9dUC CN- Pasture, grassland, or range - good 61 23.476 61.00 COMPOSITE AREA & WEIGHTED CN :--> 23.476 61.00 (61) . . . . . . . . . ... . . . ... . . . . . . . . . .. . . . . . . . .. . .. . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . SIN: 621301D2E1CF Fuss & ONeill Inc Pondpack Ver. 9.0029 Time: 2:28 PM Date: 10/24/2005 v; , , NN ~� \ ♦MON y \ j/ /'' � ...•tn,"• ,\.1Y ., \�1\\\`,y ^ ,l. 1.M"..,. ,It'/�j�l r+j//j `1\ `-r \,�`\ l � 1 `1 l I er'jr /r / x' �;� i ��`".•„/ 3,w Jr ttS t ,1 I 7 Ire �♦ �.,/ t •'JAY„•' i.�- „� l 1 I/� '`,� !� i 1 I , .,�' Itl `t.. V ,,,u' �_"'..r ...+ Yw,,,,_,.-' '� �.. ,�,,,` and i�rP \/-' -•_/ \71 l � ,,.••"' ,,..\\I ,,,.u.•Y<' r,,,-.,__ \-_-,_.... .-as-.. �'�.. `,tee � �♦,{�1Y17 \r.� »....,Kt'/ /...,.. rd� i .,. _, � ' _.w"' ..__. \,� _ `_,"�,�.._'^ _._ � f\\t♦?\..♦ `'" 'i^',.._/''O`er _._/�/ ,' i u.��.� ` -L:_ �'`.. P. 0 / ,• " _.. -, ' \. ... \ L �„` ♦ ice•/..,-� ".� �: `'/ —77 „ y� .� Imp '`••,-_.,.. _.._ - � -M1 ` 1 ' / may, i` \w _ r EEL- ED�., f a 4 � . 0. f i I 1 d C-`—_Al r� , / //•y,�\✓///^V/ ,//j^~/Jri r//,// // ,, -'—__,,... ..... ......__. J \i` 1 .•'; /.` .,;`� i 'I!•�/\`1 114 Ifi , Y`/� K,v fM1Y .^ ._.._../•�~ _ - rrn,,....__.._... - ... ..... ♦ _ V' I � � of r , --r , t � o • N i mU 0 l , � O „ " J .' - �' Qe `,. r. .. DEVELO,PMEI�T ' ►'jf � - �_..�,. \ ,a • __ �,. ,,0_�6 FUTURE-987 _�� \�,� \;, , \ M , Ih• \ \ ;n s ♦�\ I T 1\ \� � ,t Q " b 1 16- , I , i , / \ I r S N — SCALE Evergreen Walk,LLC. FROJ.No.:2000481S10 NORZ:1••120' � DATE:November 1,2f10$ DATUM: VERT.: FUSS&O'NEILL HOB: Proposed Drainage Areas Dbciplbres to Deliver VERT.: 0 120 240 West Office Building 3 I: _.... .... Inc 14ARTFORD ROAD,mAN,:wEBTER,CONNECTICUT OWW Future Develop Parking Lot 5..11Y. 5; Undeveloped ' Deten 7 0 N k�0 0 Roof Addlink 50 Proposed Out 1 Table of Contents i ************t****t**** MASTER SUMMARY ***********t********r* Watershed. . . . . . . Master Network Summary . . . . . . . . . . . . . 1.01 ****************** DESIGN STORMS SUMMARY ******************* Hartford County Design Storms . . . . . . . . . . . . . . . . . . . . . . 2.01 ************r********* TC CALCULATIONS ******t************** FUTURE DEVELOP: : Tc Calcs : : : : : : : : : : : : : : : : : : : : : : : : : : : 3.01 PARKING LOT. . Tc Calcs 3.04 ROOF. . . . . . . . . : : : Tc Calcs : : : : : : : : : : : : : : : : : : : : : : : : : : : 3.06 UNDEVELOPED. . Tc Calcs 3.10 ********************** CN CALCULATIONS **tr***************** FUTURE DEVELOP: : Runoff CN-Area : : : : : : : : : : : : : : : : : : : : : 4.01 PARKING LOT. . Runoff CN-Area 4.02 ROOF. . . . . . . . . : : : Runoff CN-Area : : : : : : : : : : : : : : : : : : : : : 4.03 UNDEVELOPED. . Runoff CN-Area 4.04 *********************** POND VOLUMES *********************** DETEN 7. . . . . . . . . Vol: Elev-Area . . . . . . . . . . . . . . . . . . . . . 5.01 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Master Network Summary Page 1.01 Name. . . , Watershed File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Hartford County Total Depth Rainfall Return Event in Type RNF ID 1 2.6000 Synthetic Curve TypeIII 24hr 2 3.2000 Synthetic Curve TypeIII,24hr 5 4.1000 Synthetic Curve TypeIII 24hr 10 4.7000 Synthetic Curve TypeIII 24hr 25 5.5000 Synthetic Curve TypeIII 24hr 50 6.2000 Synthetic Curve TypeIII 24hr 100 6.9000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID--------- Type Event ---ac_ft Trun hrs cfs ---ft--- ---ac-ft ------- --- ------ -- -- --------- -------- --�- DETEN 7 IN POND 1 1.033 12.1000 10.44 DETEN 7 IN POND 2 1.347 12.1000 12.96 DETEN 7 IN POND 5 1.849 12.1000 16.64 DETEN 7 IN POND 10 2.200 12.1000 19.52 DETEN 7 IN POND 25 2.685 12.1000 23.17 DETEN 7 IN POND 50 3.121 12.1000 26.42 DETEN 7 IN POND 100 3.566 12.1000 29.69 DETEN 7 OUT POND 1 1.028 12.9500 1.12 90.67 .550 DETEN 7 OUT POND 2 1.340 R 13.1000 1.58 90.84 .694 DETEN 7 OUT POND 5 1.840 R 13.1500 2.18 91.12 .933 DETEN 7 OUT POND 10 2.190 R 13.2750 2.49 91.34 1.115 DETEN 7 OUT POND 25 2.673 R 13.4500 2.88 91.63 1.374 DETEN 7 OUT POND 50 3.107 R 13.6000 3.20 91.91 1.615 DETEN 7 OUT POND 100 3.550 R 13.5750 3.48 92.19 1.865 r SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Master Network Summary Page 1.03 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs -_cfs - ---ft--- ---ac-ft -- UNDEVELOPED AREA 1 .274 12.5750 1.08 UNDEVELOPED AREA 2 .538 12.5000 2.92 UNDEVELOPED AREA 5 1.047 12.4250 6.94 UNDEVELOPED AREA 10 1.446 12.4250 10.19 UNDEVELOPED AREA 25 2.035 12.3750 14.97 UNDEVELOPED AREA 50 2.595 12.3750 19.58 UNDEVELOPED AREA 100 3.188 12.3750 24.44 I 1 1 r SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Design Storms Page 2.01 Name. . . . Hartford County File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw Title. . . Project Date: 10/24/2005 Project Engineer: REB Project Title: PROPOSED S10 Project Comments: EHCN site- South Windsor, CT Existing and proposed conditions Impervious area decreased due to parking changes -8/03. 10/15- added DA to level spreader per DEP DESIGN STORMS SUMMARY Design Storm File,ID = Hartford County Storm Tag Name = 1 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 1 yr Total Rainfall Depth= 2.6000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 2 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.2000 in Duration Multiplier 1 - Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step .1000 hrs End= 24.0000 hrs Storm Tag Name = 5 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 5 yr Total Rainfall Depth= 4.1000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 10 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency - 10 yr Total Rainfall Depth= 4.7000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Design Storms Page 2.02 Name. . . . Hartford County File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw Title. . . Project Date: 10/24/2005 Project Engineer: REB Project Title: PROPOSED S10 I Project Comments: EHCN site- South Windsor, CT Existing and proposed conditions Impervious area decreased due to parking changes -8/03. 10/15- added DA to level spreader per DEP DESIGN STORMS SUMMARY Design Storm File,ID = Hartford County Storm Tag Name --- ---25- ----------------- ----------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name 50 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 6.2000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = 100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.01 Name. . . . FUTURE DEVELOP File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw TIME.OF_CONCENTRATION CALCULATOR ------------------------------------------------------------------------ Segment #1: Tc: TR-55 Sheet Mannings n .4100 Hydraulic Length 300.00 ft 2yr, 24hr P 3.2000 in Slope .076667 ft/ft Avg.Velocity .16 ft/sec Segment #1 Time: .5136 hrs ------------------------------------------------------------------------ Segment #2: Tc: TR-55 Channel Flow Area 7.0000 sq.ft Wetted Perimeter 14.00 ft Hydraulic Radius .50 ft Slope .002500 ft/ft Mannings n .1500 Hydraulic Length 400.00 ft Avg.Velocity .31 ft/sec Segment #2 Time: .3551 hrs ----------------------- ------------------------------------------------ Segment #3: Tc: TR-55 Channel Flow Area 4.9087 sq.ft Wetted Perimeter 6.43 ft Hydraulic Radius .76 ft Slope .025900 ft/ft Mannings n .0110 Hydraulic Length. 690.00 ft Avg.Velocity 18.21 ft/sec Segment #3 Time: .0105 hrs ------------------------------------------------------------------------ SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.02 Name. . . . FUTURE DEVELOP File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw ------------------------- ------------------------- -Total-Tc_-----.8792-hrs- II SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.03 Name. . . . FUTURE DEVELOP File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw ------------------------------------------------------------------------ Tc Equations used. . . ------------------------------------------------------------------------ SCS TR-55 Sheet Flow Tc = (.007 * ( (n * Lf)**0.8) ) / ( (P**.5) * (Sf**.4) ) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf -= Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft 1 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.05 Name. . . . PARKING LOT File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw ------------------------------------------------------------------------ Tc Equations used. . . ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ( (n * Lf)**0.8) ) / ( (P**.5) * (Sf**.4) ) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft - V = Velocity, ft/sec Sf Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft it SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.06 Name. . . . ROOF File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw TIME OF CONCENTRATION CALCULATOR ------------------------------------------------------------------------ Segment #1: Tc: TR-55 Sheet Mannings n .0110 Hydraulic Length 220.00 ft 2yr, 24hr P 3.2000 in Slope .010000 ft/ft Avg.Velocity 1.22 ft/sec Segment #1 Time: .0501 hrs ------------------------------------------- --- Segment #2: Tc: TR-55 Channel Flow Area .7850 sq.ft Wetted Perimeter 2.57 ft Hydraulic Radius .31 ft Slope .051000 ft/ft Mannings n .0110 Hydraulic Length 177.00 ft Avg.Velocity 13.87 ft/sec Segment #2 Time: .0035 hrs ------------------------------------------------------------------------ Segment #3: Tc: TR-55 Shallow Hydraulic Length 25.00 ft Slope .160000 ft/ft Unpaved Avg.Velocity 6.45 ft/sec Segment #3 Time: 0011 hrs ------- -- ----- ----- --- SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.07 Name. . . . ROOF File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06. ppw Segment #4: Tc: TR-55 Channel Flow Area 4.0000 sq.ft Wetted Perimeter 5.00 ft Hydraulic Radius .80 ft Slope .044400 ft/ft Mannings n .0800 Hydraulic Length 450.00 ft Avg.Velocity 3.38 ft/sec Segment #4 Time: .0370 hrs ------------------------------------------------------------------------ Total Tc: .0916 hrs ------------------------- ------------------------- SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.08 Name. . . . ROOF File. . . . G.\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw ------------------------------------------------------------------------ Tc Equations used. . . ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ( (n * Lf)**0.8) ) / ( (P**.5) * (Sf**.4) ) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec d Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft i SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Tc Calcs Page 3.09 Name. . . . ROOF File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft r S/N• AlYXYWH6PYAE Fuss & O'Neill, Inc. Pondpack (10.00.016.00) 11:16 AM 3/9/2006 ryne. . . ' To oaloo Page 3'10 mamo. . ' ' omoEvELoeoo ~ Filo. ' ' ' o:\g2000\481\uzO\poodpaok\Propoaeu azO 03-09-06'ppv TIME or ComCEmruArzom oaLoUzAzou ________________________________________________________________________ oegment #I: zo: Ta-55 Sheet U� saunioga n .4100 � Hydraulic Length 300.00 ft ' uyz, 24uz e 3'2080 in Slope '133330 zt/zt � ano.velooity .uo ft/aec Segment #1 Time: '«zza uzo UK ------------------------------------------------------------------------ � aegmoot #2: Tc: rm-ss Shallow � Hydraulic Length no'oo rt n« Slope 'z]]]JU ft/ft oonavou � Avg'veznoity 5'89 ft/oec Segment #2 Time: '0038 bzo ------------------------------------------------------------------------ � ~ aenmeot #]: rc; za-55 Channel Flow Area 4.0000 aq.ct � Wetted Perimeter 5'00 ft m Hydraulic mauioa '80 zt Slope '042700 ft/ft Mauuioga o .0800 Hydraulic Length 960'00 ft x*rg.vezooity 3'32 ft/aeo � Segment #] Time: .0804 uro n ________________________________________________________________________ N cotal co: '4958 bzs m 0N U � U o/m; alrXrwH6PraE Fuss ao`meill, Inc. eondgaok (10'00'010'00) I1;16 Am 3/9/2006 0 Type. . . . Runoff CN-Area Page 4.03 Name. . . . ROOF File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Impervious Areas - Paved parking to 98 .459 98.00 COMPOSITE AREA & WEIGHTED CN ---> .459 98.00 (98) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Runoff CN-Area Page 4.04 Name. . . . UNDEVELOPED File. . . . G:\P2000\481\S10\Pondpack\Proposed S10 03-09-06.ppw RUNOFF CURVE NUMBER DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Pasture, grassland, or range - good 61 14.547 61.00 COMPOSITE AREA & WEIGHTED CN ---> 14.547 61.00 (61) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Type. . . . Vol: Elev-Area Page 5.01 Name. . . . DETEN 7 Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft)---- ------(sq_in) (acres) (acres) (ac-ft) (ac-ft) ----- 90.00 ----- .8070 .0000 .000 .000 92.00 ----- 8910 2.5460 1.697 1.697 94.00 .9770 2.8010 1.867 3.565 _____ 96.00 1.0660 3.0635 2.042 5.607 98.00 ----- 1.1570 3.3336 2.222 7.829 100.00 ----- 1.2510 3.6111 2.417 10.237 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Area2) ) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 II I SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- DETEN 7. . . 5.01 ----- F ----- FUTURE DEVELOP. . . 3.01, 4.01 ----- H ----- Hartford County. . . 2.01 ----- P ----- PARKING LOT. . . 3.04, 4.02 ----- R ----- ROOF. . . 3.06, 4.03 ----- U ----- UNDEVELOPED. . . 3.10, 4.04 ----- W ----- Watershed. . . 1.01 s SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:16 AM 3/9/2006 Podui k R DA Plum G illey DA [ + o G) B 28 rr- ZEvergreen Walk B 11 D { PR i c �o B-15 4190 PLUM GULLEY Roue 30 Clark Street FO JCP NNEY p p m w J � ci 1�p To Jacques P P A115 A 210—� ® JCP E OUT Jacqu s Pond EW to Jacques JCP EAST JCP EAST To Wh ple Brk 00 O A 95 `.." LOWES OUT Z Lowes Deten Lowes P�� Smith St CI(/T A 30 ;::;• �''� q A 120 _ INDUST PRK OUT 0 Al S0 Plaza deten Buckland Plaza IP4 P13p nut Prk Natu ten4 goo IP3 ¢ ¢07 Smith St DA IP5 IP2 1138 IP9 JCPenney Table of Contents i ********************** MASTER SUMMARY * ******************** ' Watershed. . . . . . . Master Network Summary . . . . . . . . . . . . . 1.01 SIN: AlYXYWHIPYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.01 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER DESIGN STORM SUMMARY ' Network Storm Collection: Hartford County ' Total Depth Rainfall Return Event in Type RNF ID ------------ ------ ---------------- ------- ---- 2 3.2000 Synthetic Curve TypeIII 24hr 10 4.7000 Synthetic Curve TypeIII 24hr 25 5.5000 Synthetic Curve TypeIII 24hr ' 100 6.9000 Synthetic Curve TypeIII 24hr ' MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) ' (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak .Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ ' B-11 AREA 2 1.745 12.2250 16.23 B-11 AREA 10 3.419 12.2000 32.67 B-11 AREA 25 4.387 12.2000 42.10 B-11 AREA 100 6.158 12.2000 59.06 B-15 AREA 2 .762 12.1000 8.66 B-15 AREA 10 1.187 12.1000 13.12 B-15 AREA 25 1.416 12.1000 15.49 ' B-15 AREA 100 1.816 12.1000 19.60 B-26 AREA 2 9.655 12.4750 68.39 B-26 AREA 10 16.985 12.4000 120.17 B-26 AREA 25 21.056 12.4000 148.29 B-26 AREA 100 28.330 12.4000 197.63 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.02 ' Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW ' MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) ' Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage ' Node ID - Type Event -__ac_ft-- Trun hrs --cfs--- ---ft--- ac-ft BUCKLAND PLAZA AREA 2 2.142 12.4000 15.61 BUCKLAND PLAZA AREA 10 4.538 12.4000 34.99 ' BUCKLAND PLAZA AREA 25 5.967 12.3500 46.35 BUCKLAND PLAZA AREA 100 8.627 12.3500 67.52 CLARK STREET JCT 2 44.880 12.4000 76.74 CLARK STREET JCT 10 163.011 15.1000 335.85 CLARK STREET JCT 25 248.389 14.7750 583.84 CLARK STREET JCT 100 425.643 14.4500 1138.83 ' EVERGREEN WALK AREA 2 10.255 12.3750 69.71 EVERGREEN WALK AREA 10 24.892 12.3250 198.90 EVERGREEN WALK AREA 25 34.072 12.3250 279.97 EVERGREEN WALK AREA 100 51.678 12.3000 434.37 ' EW TO JACQUES AREA 2 2.139 12.3000 17.08 EW TO JACQUES AREA 10 4.873 12.2500 43.38 EW TO JACQUES AREA 25 6.548 12.2500 59.49 ' EW TO JACQUES AREA 100 9.719 12.2500 89.60 FO AREA 2 3.514 12.4000 27.18 FO AREA 10 6.600 12.3500 51.69 FO AREA 25 8.356 12.3500 65.39 FO AREA 100 11.536 12.3500 89.77 ' INDUST PRK IN POND 2 17.112 12,4000 110.83 INDUST PRK IN POND 10 31.021 12.4000 199.23 INDUST PRK IN POND 25 38.855 12.4000 248.06 INDUST PRK IN POND 100 53.011 12.4000 334.78 INDUST PRK OUT POND 2 17.161 13.5750 25.66 130.23 6.9.45 INDUST PRK OUT POND 10 31.020 13.9000 36.04 131.34 14.807 INDUST PRK OUT POND 25 38.855 14.0500 40.11 131.84 18.362 ' INDUST PRK OUT POND 100 53.011 14.3501 46.30 132.66 27.905 S/N: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) . 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.03 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) ' Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID--__---_- Type Event -__ac=ft__ Trun hrs __cfs__ ---ft__- ___ - IP1 AREA 2 .240 12.9250 .87 IP1 AREA 10 .663 12.8000 3.18 IP1 AREA 25 .940 12.8000 4.74 IP1 AREA 100 1.486 12.6750 7.82 IP2 AREA 2 4.434 12.4000 33.36 ' IP2 AREA 10 8.951 12.3500 69.51 IP2 AREA 25 11.595 12.3500 90.62 IP2 AREA 100 16.463 12.3500 128.91 ' IP3 AREA 2 .436 13.8000 1.05 IP3 AREA 10 1.205 13.6000 3.63 IP3 AREA 25 1.709 13.6000 5.39 IP3 AREA 100 2.702 13.3500 8.97 ' IP4 AREA 2 6.234 12.3500 48.81 IP4 AREA 10 10.966 12.3500 85.43 IP4 AREA 25 13.594 12.3500 105.28 IP4 AREA 100 18.291 12.3250 140.24 IP5 AREA 2 2.449 12.8000 11.79 ' IP5 AREA 10 5.474 12.6750 28.84 IP5 AREA 25 7.315 12.6750 39.38 IP5 AREA 100 10.783 12.6750 59.03 IP7 AREA 2 1.998 12.2000 19.12 ' IP7 AREA 10 3.346 12.2000 31.51 IP7 AREA 25 4.082 12.2000 38.11 IP7 AREA 100 5.386 12.2000 49.60 IP8 AREA 2 5.770 12.5000 37.58 IP8 AREA 10 9.901 12.5000 63.92 IP8 AREA 25 12.175 12.5000 78.08 ' IP8 AREA 100 16.220 12.5000 102.82 SIN- AIYXYWHIPYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.04 ' Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage ' Node ID_-_-_-___ Type Event __-ac_ft-- Trun hrs cfs ___ft ac-ft ___ -__ IP9 AREA 2 .710 12.3000 6.04 IP9 AREA 10 1.334 12.2750 11.51 IP9 AREA 25 1.689 12.2750 14.57 IP9 AREA 100 2.332 12.2750 20.01 JACQUES POND IN POND 2 7.701 12.3500 30.98 JACQUES POND IN POND 10 17.910 12.3250 96.04 JACQUES POND IN POND 25 24.289 12.3250 139.34 JACQUES POND IN POND 100 36.509 12.3000 221.92 JACQUES POND OUT POND 2 7.700 13.2750 13.13 73.47 1.341 JACQUES POND OUT POND 10 17.910 12.8750 47.50 74.12 3.503 JACQUES POND OUT POND 25 24.288 12.8000 70.83 74.47 4.899 JACQUES POND OUT POND 100 36.509 12.7500 115.05 75.03 7.580 JC PENNEY IN POND 2 15.676 12.4000 111.26 JC PENNEY IN. POND 10 28.191 12.4000 200.45 JC PENNEY IN POND 25 35.214 12.3500 249.70 ' JC PENNEY IN POND 100 47.840 12.3250 337.40 JC PENNEY OUT POND 2 15.663 12.8750 55.50 128.89 5.100 JC PENNEY OUT POND 10 28.177 12.7750 116.89 130.41 8.317 JC PENNEY OUT POND 25 35.200 12.6250 191.73 130.92 9.517 JC PENNEY OUT POND 100 47.826 12.4250 329.62 131.09 9.932 JCP EAST AREA 2 4.686 12.4000 35.96 ' JCP EAST AREA 10 9.049 12.3500 70.74 JCP EAST AREA 25 11.559 12.3500 90.53 JCP EAST AREA 100 16.134 12.3500 126.00 JCP EAST IN POND 2 20.349 12.6250 76.78 JCP EAST IN POND 10 37.226 12.5500 165.05 JCP EAST IN POND 25 46.759 12.6000 257.96 JCP EAST IN POND 100 63.910 12.4250 451.10 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.05 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage -Node-ID----__-__ Type Event __-ac_ft-_ Trun hrs -_cfs__- --- ft-__ ac-ft JCP EAST OUT POND 2 20.349 12.7000 42.77 126.76 6.907 JCP EAST OUT POND 10 37.226 26.5000 42.97 129.65 15.690 JCP EAST OUT POND 25 46.759 15.1250 42.76 131.19 21.039 JCP EAST OUT POND 100 63.960 15.1750 51.26 133.63 30.891 JCPENNEY AREA 2 .014 12.1250 .15 JCPENNEY AREA 10 .024 12.1500 .26 JCPENNEY AREA 25 .030 12.1500 .31 JCPENNEY AREA 100 .039 12.1500 .41 LOWES AREA 2 .746 12.1250 8.06 .1 ' LOWES AREA 10 1.177 12.1250 12.39 LOWES AREA 25 1.409 12.1250 14.67 LOWES AREA 100 1.815 12.1250 18.65 LOWES DETEN IN POND 2 .746 12.1250 8.06 LOWES DETEN IN POND 10 1.177 12.1250 12.39 LOWES DETEN IN POND 25 1.409 12.1250 14.67 LOWES DETEN IN POND 100 1.815 12.1250 18.65 LOWES DETEN OUT POND 2 .746 12.9000 .73 177.13 .355 LOWES DETEN OUT POND 10 1.177 13,3100 .88 178.36 .612 ' LOWES DETEN OUT POND 25 1.408 13.2500 1.27 178.78 .729 LOWES DETEN OUT POND 100 1.815 12.9000 2.13 179.45 .921 NATURAL DETENIN POND 2 22.285 12,4500 51.18 ' NATURAL DETENIN POND 10 41.863 12.4000 98.50 NATURAL DETENIN POND 25 53.129 12.4000 124.69 NATURAL DETENIN POND 100 73.701 12.4000 171.50 NATURAL DETENOUT POND 2 22.285 13.6750 33.30 135.90 1.992 NATURAL DETENOUT POND 10 41.863 13.3500 55.24 136.46 4.292 NATURAL DETENOUT POND 25 53.128 13.2750 66.98 136.73 5.540 NATURAL DETENOUT POND 100 73.700 13.2000 88.10 137.19 7.824 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.06 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs --cfs--- ---ft--- ---ac-ft PLAZA DETEN IN POND 2 2.142 12.4000 15.61 PLAZA DETEN IN POND 10 4.538 12.4000 34.99 PLAZA DETEN IN POND 25 5.967 12.3500 46.35 PLAZA DETEN IN POND 100 8.627 12.3500 67.52 PLAZA DETEN OUT POND 2 2.099 13.4500 3.52 131.04 .858 PLAZA DETEN OUT POND 10 4.495 13.0750 10.38 132.12 1.775 PLAZA DETEN OUT POND 25 5.924 13.1000 12.58 132.73 2.428 PLAZA DETEN OUT POND 100 8.584 13.1500 16.09 133.95 3.724 PLUM GULLEY DA AREA 2 26.925 15.2750 42.13 PLUM GULLEY DA AREA 10 120.210 13.7750 293.30 PLUM GULLEY DA AREA 25 190.028 13.5250 526.20 PLUM GULLEY DA AREA 100 337.460 13.5250 1048.73 PODUNK R. DA AREA 2 44.893 15.0250 71.70 PODUNK R. DA - AREA 10 200.430 13.5250 533.78 PODUNK R. DA AREA 25 316.841 13.3250 969.27 PODUNK R. DA AREA 100 562.660 13.3000 1940.28 *ROUTE 30 JCT 2 132.406 R 18.2500 158.15 *ROUTE 30 JCT 10 442.527 R 15,6750 898.72 *ROUTE 30 JCT 25 665.115 R 15.2250 1562.57 *ROUTE 30 JCT 100 1125.956 R 14.8000 3088.24 SMITH ST JCT 2 3.761 12.3100 8.64 SMITH ST JCT 10 7.719 12.3250 22.15 SMITH ST JCT 25 10.068 12.3000 31.50 SMITH ST JCT 100 14.432 12.2750 48.35 SMITH ST DA AREA 2 .916 12.3000 7.46 SMITH ST DA AREA 10 2.047 12.2500 18.35 SMITH ST DA AREA 25 2.736 12.2500 24.96 SMITH ST DA AREA 100 4.033 12,2500 37.23 j SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Type. . . . Master Network Summary Page 1.07 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\EXISTING.PPW MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID - Type Event ac-ft Trun hrs cfs ---ft-__ --- ac_ft---- TO JACQUES P AREA 2 1.801 12.5500 8.25 TO JACQUES P AREA 10 5.318 12.4500 35.18 TO JACQUES P AREA 25 7.672 12.4000 54.58 TO JACQUES P AREA 100 12.358 12.4000 92.87 TO WHAPLE BRK JCT 2 42.633 12.7000 71.07 TO WHAPLE BRK JCT 10 79.089 13.9250 90.58 TO WHAPLE BRK JCT 25 99.888 13.6750 106.72 TO WHAPLE BRK JCT 100 137.660 13.5250 135.96 1 . SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- W ----- Watershed. . . 1.01 1 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 9:40 AM 11/9/2005 Fuss&O'Neill Inc. APPENDIX D PONDPACK MODEL PODUNK RIVER WATERSHED TO VINTON'S POND AT ROUTE 30 PROPOSED CONDITIONS i 1 G:\P2000\481\S10\Drainage\Drainage Report.doc Evergreen Walk LAF P3 LAF P4 ECHN R d � ECHN Roofs EW5 x June 50 o Podunk .DA Plum Guile A ZlEastofsio S10 Offices Roof o „5. F 20 Addknk 70 B-11 S10 Offices 9i Q Doten7 Oft B-15 ,q�90 �� ® Pl.UMGULLEY ® A245 ® 4OUT ® A221 EW A 200 — DeM EW4 FO JCP Clark NEY 3OUT 8 �� A 250 IS O v w EW3 O c Roofs ,yt'yi5* A210 _ ® JCPEOUT l ': JCP EAST JCP EAST To WIi le Brk Jacques Pond ® " EXPOOUT ®�PZ Expo Bash Area Expo Deten P _ ®Natural Deten rTlS•�1t•�r Evo •;ai•+ A120 INDUST PRK OUT '���a+�� EVJ b Jacques $ INP,3o t u t Prk ryQ q 2�o Q To Jacques P W, Q Q pi.7 AA 95 r; IP5 I IP3 t . JCPenney ® �pN1ES W Lower Deten Loxes IP7 , l� OUT [PI IP2 Sm SI W A 30 IP8 IN $ Plazadeten BuckWnd Plaza Smith St DA Table of Contents i ********************** MASTER SUMMARY ********************** Watershed. . . . . . . Master Network Summary . . . . . . . . . . . . . 1.01 f SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.01 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Hartford County Total Depth Rainfall Return Event in Type RNF ID 2 3.2000 Synthetic Curve TypeIII 24hr 5 4.1000 Synthetic Curve TypeIII'24hr 10 4.7000 Synthetic Curve TypeIII 24hr 25 5.5000 Synthetic Curve TypeIII 24hr 100 6.9000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft B-11 AREA 2 1.745 12.2250 16.23 ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ B-11 AREA 5 2.722 12.2250 25.88 B-11 AREA 10 3.419 12.2000 32.67 B-11 AREA 25 4.387 12.2000 42.10 B-11 AREA 100 6.158 12.2000 59.06 B-15 AREA 2 .762 12.1000 8.66 B-15 AREA 5 1.017 12.1000 11.34 B-15 AREA 10 1.187 12.1000 13.12 B-15 AREA 25 1.416 12.1000 15.49 B-15 AREA 100 1.816 12.1000 19.60 B-26 AREA 2 9.655 12.4750 68.39 B-26 AREA 5 13.994 12.4000 99.22 B-26 AREA 10 16.985 12.4000 120.17 B-26 AREA 25 21.056 12.4000 148.29 B-26 AREA 100 28.330 12.4000 197.63 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.02 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID -------- BUCKLAND PLAZA AREA 2 2.142 12.4000 15.61 BUCKLAND PLAZA AREA 5 3.527 12.4000 26.87 BUCKLAND PLAZA AREA 10 4.538 12.4000 34.99 BUCKLAND PLAZA AREA 25 5.967 12.3500 46.35 BUCKLAND PLAZA AREA 100 8.627 12.3500 67.52 CLARK STREET JCT 2 45.233 R 17.1500 54.67 CLARK STREET JCT 5 108.952 R 15.4250 188.80 CLARK STREET JCT 10 163.460 R 15.1250 330.71 CLARK STREET JCT 25 248.238 R 14.7750 576.35 CLARK STREET JCT 100 424.503 R 14.4750 1130.52 DET3 IN POND 2 1.551 12.1500 16.29 DET3 IN POND 5 2.585 12.1500 28.52 ' DET3 IN POND 10 3.343 12.1500 37.39 DET3 IN POND 25 4.419 12.1500 49.82 DET3 IN POND 100 6.430 12.1500 72.66 DET3 OUT POND 2 .615 R 21.7500 .41 87.41 1.273 DET3 OUT POND 5 1.630 R 17.9000 .90 88.05 1.875 DET3 OUT POND 10 2.363 R 17.6000 1.15 88.55 2.411 DET3 OUT POND 25 3.373 R 17.5500 1.42 89.24 3.228 DET3 OUT POND 100 5.058 R 18.6250 1.79 90.39 4.853 DET4 IN POND 2 3.511 12.2500 32.26 DET4 IN POND 5 5.272 12.2500 48.78 DET4 IN POND 10 6.505 12.2500 60.16 DET4 IN POND 25 8.200 12.2500 75.59 DET4 IN POND 100 11.262 12.2250 103.04 DET4 OUT POND 2 1.439 R 21.6500 .69 76.03 2.975 DET4 OUT POND 5 2.911 R 22.0250 1.07 76.70 4.304 DET4 OUT POND 10 3.767 R 20.7000 1.28 77.16 5.331 DET4 OUT POND 25 4.656 R 20*1750 1.50 77.78 6.790 DET4 OUT POND 100 6.808 R 15.9000 5.42 78.47 8.504 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.03 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ---ac_ft-- Trun hrs --cfs--- ---ft--- ac-ft DET7 IN POND 2 .841 12.1000 - 10.29 DET7 IN POND 5 1.179 12.1000 14.17 DET7 IN POND 10 1.409 12.1000 16.76 DET7 IN POND 25 1.719 12.1000 20.20 DET7 IN POND 100 2.268 12.1000 26.18 DET7 OUT POND 2 .839 13.3000 .86 90.57 .468 DET7 OUT POND 5 1.175 12.9250 1.43 90.78 .645 DET7 OUT POND 10 1.404 12.8750 1.82 90.93 .768 . DET7 OUT POND 25 1.713 12.8250 2.19 91.13 .938 DET7 OUT POND 100 2.260 R 12.9500 2.72 91.49 1.252 EAST OF S10 AREA 2 .000 .0250 .00 EAST OF S10 AREA 5 .019 15.5000 .03 EAST OF S10 AREA 10 .048 14.6250 .08 EAST OF S10 AREA 25 .104 13.0750 .22 EAST OF S10 AREA 100 .243 12.8500 .82 ECHN AREA 2 .520 12.2000 5.20 ECHN AREA 5 .811 12.2000 8.27 ECHN AREA 10 1.019 12.2000 10.42 ECHN AREA 25 1.307 12.1750 13.38 ECHN AREA 100 1.835 12.1750 18.74 ECHN DETEN IN POND 2 .520 12.2000 5.20 ECHN DETEN IN POND 5 .811 12.2000 8.27 ECHN DETEN IN POND 10 1.019 12.2000 10.42 ECHN DETEN IN POND 25 1.307 12.1750 13.38 ECHN DETEN IN POND 100 1.835 12.1750 18.74 ECHN DETEN OUT POND 2 .222 16.0000 .27 81.27 .365 ECHN DETEN OUT POND 5 .513 14.6250 .66 81.71 .478 ECHN DETEN OUT POND 10 .721 14.0000 .92 82.09 .583 ECHN DETEN OUT POND 25 1.009 13.7750 1.19 82.67 .750 ECHN DETEN OUT POND 100 1.537 13.0500 2.59 83.56 1.031 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 1 Type. . . . Master Network Summary Page 1.04 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage -Node-ID--------- Type Event ---ac-ft Trun hrs --cfs--- ---ft--- ---ac_ft ECHN ROOFS AREA 2 .156 12.1000 1.68 ECHN ROOFS AREA 5 .203 12.1000 2.16 ECHN ROOFS AREA 10 .234 12.1000 2.48 ECHN ROOFS AREA 25 .276 12.1000 2.91 ECHN ROOFS AREA 100 .350 12.1000 3.66 EVERGREEN WALK AREA 2 5.303 12.4000 33.71 EVERGREEN WALK AREA 5 9.931 12.3500 73.90 EVERGREEN WALK AREA 10 13.502 12.3250 105.44 EVERGREEN WALK AREA 25 18.731 12.3250 151.84 EVERGREEN WALK AREA 100 28.858 12.3000 240.72 EW JCT 2 10.757 R 12.3250 47.89 EW JCT 5 19.501 R 12.3250 96.41 EW JCT 10 25.808 R 12.3250 134.24 EW JCT 25 34.524 R - 12.3000 .189.13 EW JCT 100 51.388 R 12.2750 292.76 - EW TO JACQUES AREA 2 .982 12.3000 7.84 EW TO JACQUES AREA 5 1.701 12.2500 14.72 EW TO JACQUES AREA 10 2.238 12.2500 19.92 EW TO JACQUES AREA 25 3.008 12.2500 27.32 EW TO JACQUES AREA 100 4.464 12.2500 41.15 EW3 AREA 2 1.551 12.1500 16.29 EW3 AREA 5 2.585 12.1500 28.52 EW3 AREA 10 3.343 12.1500 37.39 EW3 AREA 25 4.419 12.1500 49.82 EW3 AREA 100 6.430 12.1500 72.66 EW4 AREA 2 3.511 12.2500 32.26 EW4 AREA 5 5.272 12.2500 48.78 EW4 AREA 10 6.505 12.2500 60.16 EW4 AREA 25 8.200 12.2500 75.59 EW4 AREA 100 11.262 12.2250 103.04 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.05 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID-----_--- Type Event ---ac_ft Trun hrs cfs ---ft--- ---ac_ft ---- EW5 AREA 2 .525 12.1000 6.31 EW5 AREA 5 .736 12.1000 8.72 EW5 AREA 10 .879 12.1000 10.32 EW5 AREA 25 1.072 12.1000 12.45 EW5 AREA 100 1.415 12.1000 16.16 EXPO AREA 2 1.847 12.3000 15.54 EXPO AREA 5 2.610 12.3000 21.78 EXPO AREA 10 3.131 12.3000 25.96 EXPO AREA 25 3.835 12.3000 31.53 EXPO AREA 100 5.084 12.3000 41.24 EXPO BASIN AREA AREA 2 .339 12.5500 1.77 EXPO BASIN AREA AREA 5 .635 12.5250 3.90 EXPO BASIN AREA AREA 10 .864 12.5250 5.55 EXPO BASIN AREA AREA 25 1.199 12.4500 7.98 EXPO BASIN AREA AREA 100 1.846 12.4500 12.73 EXPO DETEN IN POND 2 2.187 12.3000 16.63 EXPO DETEN IN POND 5 3.246 12.3000 24.69 EXPO DETEN IN POND 10 3.995 12.3000 30.35 EXPO DETEN IN POND 25 5.033 12.3000 38.11 EXPO DETEN IN POND 100 6.931 12.3000 52.08 EXPO DETEN OUT POND 2 1.280 R 20.4000 .50 86.41 1.746 EXPO DETEN OUT POND 5 2.090 R 17.8250 1.00 87.31 2.498 EXPO DETEN OUT POND 10 2.760 R 16.4250 1.73 87.75 2.895 EXPO DETEN OUT POND 25 3.720 R 16.0000 2.57 88.33 3.466 EXPO DETEN OUT POND 100 5.548 R 13.1750 11.78 88.77 3.951 FO AREA 2 3.514 12.4000 27.18 FO AREA 5 5.326 12.3500 41.62 FO AREA 10 6.600 12.3500 51.69 FO AREA 25 8.356 12.3500 65.39 FO AREA 100 11.536 12.3500 89.77 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.08 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw r I MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft f ----------------- ---- ------ ---------- -- --------- -------- ------ ------------ JC PENNEY IN POND 2 15.676 12.4000 111.26 JC PENNEY IN POND 5 23.058 12.4000 164.23 1 JC PENNEY IN POND 10 28.191 12.4000 200.45 JC PENNEY IN POND 25 35.214 12.3500 249.70 JC PENNEY IN POND 100 47.840 12.3250 337.40 JC PENNEY OUT POND 2 15.663 12.8750 55.50 128.89 5.100 JC PENNEY OUT POND 5 23.045 12.8000 92.46 129.84 7.040 JC PENNEY OUT POND 10 28.177 12.7750 116.89 130.41 8.317 JC PENNEY OUT POND 25 35.200 12.6250 191.73 130.92 9.517 JC PENNEY OUT POND 100 47.826 12.4250 329.62 131.09 9.932 JCP EAST AREA 2 4.686 12.4000 35.96 JCP EAST AREA 5 7.238 12.3500 56.30 JCP EAST AREA 10 9.049 12.3500 70.74 JCP EAST AREA 25 11.559 12.3500 90.53 1 JCP EAST AREA 100 16.134 12'.3500 26.00 - JCP EAST IN POND 2 20.349 12.6250 76.78 JCP EAST IN POND 5 30.283 12.6000 128.71 JCP EAST IN POND 10 37.226 12.5500 165.05 JCP EAST IN POND 25 46.759 12.6000 257.96 0 JCP EAST IN POND 100 63.960 12.4250 451.10 JCP EAST OUT POND 2 20.349 12.7000 42.77 126.76 6.907 JCP EAST OUT POND 5 30.283 25,1750 42.96 128.52 12.015 JCP EAST OUT POND 10 37.226 26.5000 42.97 129.65 15.690 JCP EAST OUT POND 25 46.759 15.1250 42.76 131.19 21.039 JCP EAST OUT POND 100 63.960 15.1750 51.26 133.63 30.891 JCPENNEY AREA 2 .014 12.1250 .15 JCPENNEY AREA 5 .020 12.1500 .22 JCPENNEY AREA 10 .024 12.1500 .26 JCPENNEY AREA 25 .030 12,1500 31 JCPENNEY AREA 100 .039 12.1500 .41 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Type. . . . Master Network Summary Page 1.12 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\03-09-06 S10.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ---ac-ft-- Trun hrs cfs ---ft--- ---ac_ft ----------------- ---- ------ -- --------- -------- ---- TO JACQUES P AREA 2 1.801 12.5500 8.25 TO JACQUES P AREA 5 3.751 12.4750 22.79 TO JACQUES P AREA 10 5.318 12.4500 35.18 TO JACQUES P AREA 25 7.672 12.4000 54.58 TO JACQUES P AREA 100 12.358 12.4000 92.87 TO WHAPLE BRK JCT 2 42.633 12.7000 71.07 TO WHAPLE BRK JCT 5 64.023 14.1750 76.68 TO WHAPLE BRK JCT 10 79.089 13.9250 90.58 TO WHAPLE BRK JCT 25 99.888 13.6750 106.72 TO WHAPLE BRK JCT 100 137.660 13.5250 135.96 SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- W ----- watershed. . . 1.01 SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:39 AM 3/9/2006 Fuss&O'Neill Inc. 1 APPENDIX E 1 PONDPACK MODEL ' FULL BUILD ANALYSIS OF PODUNK RIVER WATERSHED ' TO VINTON'S POND AT ROUTE 30 TO SIZE DETENTION BASIN NO. 7• ' PROPOSED CONDITIONS 1 1 1 i 1 G:\P2000\481\SIO\Drainage\Drainage Report-03-30-06.doc 1 Table of Contents i 1 1 ********************** MASTER SUMMARY *********+************ 1 Watershed. . . . . . . Master Network Summary . . . . . . . . . . . . . 1.01 1 1 1 1 1 1 1 1 SIN: A1YXYWH6PYAE Fuss & O'Neill, Inc. 1 PondPack (10.00.016.00) 11:49 AM 3/9/2006 ' Type. . . . Master Network Summary Page 1.01 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Hartford County ' Total Depth Rainfall Return Event in Type RNF ID 1 2.6000 Synthetic Curve TypeIII 24hr 2 3.2000 Synthetic Curve TypeIII�24hr 5 4.1000 Synthetic Curve TypeIII 24hr 10 4.7000 Synthetic Curve TypeIII 24hr 25 5.5000 Synthetic Curve TypeIII 24hr 50 6.2000 Synthetic Curve TypeIII 24hr 100 6.9000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY ' SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage ' Node ID--------- Type Event ---ac_ft Trun hrs cfs ---ft--- ---ac_ft---- ------ -- -- --------- -------- B-11 AREA 1 1.157 12.2500 10.40 ' B-11 AREA 2 1.745 12.2250 16.23 B-11 AREA 5 2.722 12.2250 25.88 B-11 AREA 10 3.419 12.2000 32.67 B-11 AREA 25 4.387 12.2000 42.10 ' B-11 AREA 50 5.262 12.2000 50.53 B-11 AREA 100 6.158 12.2000 59.06 B-15 AREA 1 .593 12.1000 6.85 ' B-15 AREA 2 .762 12.1000 8.66 B-15 AREA 5 1.017 12.1000 11.34 B-15 AREA 10 1.187 12.1000 13.12 B-15 AREA 25 1.416 12.1000 15.49 ' B-15 AREA 50 1.616 12.1000 17.55 B-15 AREA 100 1.816 12.1000 19.60 1 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 ' Type. . . . Master Network Summary Page 1.02 ' Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw ' MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage -Node-ID--------- Type Event ---ac_ - ---ft - Trun --------cfs ---ft--- ac-ft B-26 AREA 1 6.914 12.4750 48.86 B-26 AREA 2 9.655 12.4750 68.39 ' B-26 AREA 5 13.994 12.4000 99.22 B-26 AREA 10 16.985 12.4000 120.17 B-26 AREA 25 21.056 12.4000 148.29 B-26 AREA 50 24.674 12.4000 172.96 ' B-26 AREA 100 28.330 12.4000 197.63 BUCKLAND PLAZA AREA 1 1.340 12.4000 9.01 BUCKLAND PLAZA AREA 2 2.142 12.4000 15.61 ' BUCKLAND PLAZA AREA 5 3.527 12.4000 26.87 BUCKLAND PLAZA AREA 10 4.538 12.4000 34.99 BUCKLAND PLAZA AREA 25 5.967 12.3500 46.35 BUCKLAND PLAZA AREA 50 7.276 12.3500 56.81 BUCKLAND PLAZA AREA 100 8.627 12.3500 67.52 CLARK STREET JCT 1 20.509 R 12.3250 30.92 CLARK STREET JCT 2 49.073 R 12.3250 59.25 ' CLARK STREET JCT 5 113.403 R 15.4250 189.25 CLARK STREET JCT 10 168.158 R 15.1250 330.68 CLARK STREET JCT 25 253.118 R 14.7750 575.58 CLARK STREET JCT 50 337.226 R 14.6250 833.50 ' CLARK STREET JCT 100 430.065 R 14.4750 1130.69 DET3 IN POND 1 .957 12.1750 9.19 DET3 IN POND 2 1.551 12.1500 16.29 ' DET3 IN POND 5 2.585 12.1500 28.52 DET3 IN POND 10 3.343 12.1500 37.39 DET3 IN POND 25 4.419 12.1500 49.82 DET3 IN POND 50 5.407 12.1500 61.11 DET3 IN POND 100 6.430 12.1500 72.66 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. ' PondPack (10.00.016.00) 11:49 AM 3/9/2006 Type. . . . Master Network Summary Page 1.03 ' Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) ' Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac_ft -- --- --- DET3 OUT POND 1 .028 24.1250 .03 87.03 .953 DET3 OUT POND 2 .615 R 21.7500 .41 87.41 1.273 DET3 OUT POND 5 1.630 R 17.9000 .90 88.05 1.875 DET3 OUT POND 10 2.363 R 17.6000 1.15 88.55 2.411 DET3 OUT POND 25 3.373 R 17.5500 1.42 89.24 3.228 DET3 OUT POND 50 4.247 R 17.7000 1.62 89.84 4.018 ' DET3 OUT POND 100 5.058 R 18.6250 1.79 90.39 4.853 DET4 IN POND 1 2.424 12.2500 21.90 DET4 IN POND 2 3.511 12.2500 32.26 DET4 IN POND 5 5.272 12.2500 48.78 DET4 IN POND 10 6.505 12.2500 60.16 DET4 IN. POND 25 8.200 12.2500 75.59 DET4 IN POND 50 9.719 12.2250 89.24 DET4 IN POND 100 11.262 12.2250 103.04 DET4 OUT POND 1 .469 R 23.9250 .26 75.65 2.294 DET4 OUT POND 2 1.439 R 21.6500 - .69 76.03 2.975 ' DET4 OUT POND 5 2.911 R 22.0250 1.07 76.70 4.304 DET4 OUT POND 10 3.767 R 20.7000 1.28 77.16 5.331 DET4 OUT POND 25 4.656 R 20.8750 1.50 77.78 6.790 DET4 OUT POND 50 5.328 R 21.3000 1.90 78.31 8.105 ' DET4 OUT POND 100 6.808 R 15.9000 5.42 78.47 8.504 DET7 IN POND 1 3.612 12.1750 30.72 DET7 IN POND 2 4.637 12.1750 38.92 ' DET7 IN POND 5 6.196 12.1750 51.24 DET7 IN POND 10 7.245 12.1750 59.45 DET7 IN POND 25 8.650 12.1750 70.38 DET7 IN POND 50 9.885 12.1750 79.92 DET7 IN POND 100 11.123 12.1750 89.45 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 Type. . . . Master Network Summary Page 2.04 ' Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw ' MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) ' Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- --------- -------- ------------ DET7 OUT POND 1 3.388 R 15.6250 1.52 92.85 2.468 DET7 OUT POND 2 4.225 R 15.8500 1.74 93.67 3.243 DET7 OUT POND 5 5.334 R 16.3750 2.03 94.89 4.453 DET7 OUT POND 10 5.981 R 16.3250 2.20 95.'69 5.282 DET7 OUT POND 25 6.761 R 16.5750 2.40 96.74 6.412 DET7 OUT POND 50 7.573 R 16.4750 3.26 97.51 7.273 DET7 OUT POND 100 8.639 R 15.6500 4.76 98.08 7.922 ECHN AREA 1 . 12.2000 3.33t Wale ['t wti0',\ ECHN AREA 2 .520 520 12.2000 5.20 20 eft ' ECHN AREA 5 .811 12.2000 8.27 ECHN AREA 10 1.019 12.2000 10.42 ECHN AREA 25 1.307 12.1750 13.38 ECHN AREA 50 1.568 12.1750 16.04 ' ECHN AREA 100 1.835 12.1750 18.74 ECHN ROOFS AREA 1 .124 12.1000 1.36 ECHN ROOFS AREA 2 .156 12.1000 1.68 ECHN ROOFS AREA 5 .203 12.1000 2.16 ECHN ROOFS AREA 10 .234 12.1000 2.48 ECHN ROOFS AREA 25 .276 12.1000 2.91 ECHN ROOFS AREA 50 .313 12.1000 3.28 ' ECHN ROOFS AREA 100 .350 12.1000 3.66 EVERGREEN WALK AREA 1 2.603 12.4500 13.73 EVERGREEN WALK AREA 2 4.750 12.4000 31.30 EVERGREEN WALK AREA 5 8.743 12.3500 66.20 EVERGREEN WALK AREA 10 11.802 12.3250 93.30 EVERGREEN WALK AREA 25 16.261 12.3250 132.77 EVERGREEN WALK AREA 50 20.449 12.3250 169.55 ' EVERGREEN WALK AREA 100 24.853 12.3000 208.16 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 10:00 AM 3/30/2006 Type. . . . Master Network Summary Page 1.05 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) ' Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage ' Node ID--------- Type Event ---ac-ft Trun hrs cfs ---ft--- ac-ft EW JCT 1 8.992 R 12.3250 29.44 EW JCT 2 14.598 R 12.3000 55.83 ' EW JCT 5 23.951 R 12.2750 105.78 EW JCT 10 30.507 R 12.2750 143.88 EW JCT 25 39.404 R 12.2750 198.89 EW JCT 50 47.547 R 12.2750 249.46 EW JCT 100 56.950 R 12.2750 301.92 EW TO JACQUES AREA 1 .580 12.3250 4.01 EW TO JACQUES AREA 2 .982 12.3000 7.84 ' EW TO JACQUES AREA 5 1.701 12.2500 14.72 EW TO JACQUES AREA 10 2.238 12.2500 19.92 EW TO JACQUES AREA 25 3.008 12.2500 27.32 EW TO JACQUES AREA 50 3.721 12.2500 34.13 EW TO JACQUES AREA 100 4.464 12.2500 41.15 EW3 AREA 1 .957 12.1750 9.19 EW3 AREA 2 1.551 12.1500 16.29 EW3 AREA 5 2.585 12.1500 28.52 EW3 AREA 10 3.343 12.1500 37.39 EW3 AREA 25 4.419 12.1500 49.82 EW3 AREA 50 5.407 12.1500 61.11 ' EW3 AREA 100 6.430 12.1500 72.66 EW4 AREA 1 2.424 12.2500 21.90 EW4 AREA 2 3.511 12.2500 32.26 EW4 AREA 5 5.272 12.2500 48.78 EW4 AREA 10 6.505 12.2500 60.16 EW4 AREA 25 8.200 12.2500 75.59 EW4 AREA 50 9.719 12.2250 89.24 EW4 AREA 100 11.262 12.2250 103.04 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 Type. . . . Master Network Summary Page 1.06 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ---ac ---- EW5 AREA 1 .389 12.1000 4.72 EW5 AREA 2 .525 12.1000 6.31 ' EW5 AREA 5 .736 12.1000 8.72 EW5 AREA 10 .879 12.1000 10.32 EW5 AREA 25 1.072 12.1000 12.45 EW5 AREA 50 1.243 12.1000 14.31 EW5 AREA 100 1.415 12.1000 16.16 EXPO AREA 1 1.357 12.3000 11.44 EXPO AREA 2 1.847 12.3000 15.54 EXPO AREA 5 2.610 12.3000 21.78 EXPO AREA 10 3.131 12.3000 25.96 EXPO AREA 25 3.835 12.3000 31.53 EXPO AREA 50 4.457 12.3000 36.39 ' EXPO AREA 100 5.084 12.3000 41.24 EXPO BASIN AREA AREA 1 .182 12.6250 .75 EXPO BASIN AREA AREA 2 .339 12.5500 1.77 ' EXPO BASIN AREA AREA 5 .635 12.5250 3.90 EXPO BASIN AREA AREA 10 .864 12.5250 5.55 EXPO BASIN AREA AREA 25 1.199 12.4500 7.98 EXPO BASIN AREA AREA 50 1.514 12.4500 10.30 EXPO BASIN AREA AREA 100 1.846 12.4500 12.73 EXPO DETEN IN POND 1 1.539 12.3000 11.76 EXPO DETEN IN POND 2 2.187 12.3000 16.63 EXPO DETEN IN POND 5 3.246 12.3000 24.69 EXPO DETEN IN POND 10 3.995 12.3000 30.35 EXPO DETEN IN POND 25 5.033 12.3000 38.11 EXPO DETEN IN POND 50 5.971 12.3000 45.05 EXPO DETEN IN POND 100 6.931 12.3000 52.08 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 IType. . . . Master Network Summary Page 1.07 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) I Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID--------- Type Event ---ac_ft-- Trun hrs cfs ft ac-ft EXPO DETEN OUT POND 1 .730 R 20.7250 33 85.76 1.259 EXPO DETEN OUT POND 2 1.280 R 20.4000 .50 86.41 1.746 ' EXPO DETEN OUT POND 5 2.090 R 17.8250 1.00 87.31 2.498 EXPO DETEN OUT POND 10 2.760 R 16.4250 1.73 87.75 2.895 EXPO DETEN OUT POND 25 3.720 R 16.0000 2.57 88.33 3.466 EXPO DETEN OUT POND 50 4.614 R 13.8750 5.93 88.60 3.750 EXPO DETEN OUT POND 100 5.548 R 13.1750 11.78 88.77 3.951 FO AREA 1 2.403 12.4000 18.28 FO AREA 2 3.514 12.4000 27.18 FO AREA 5 5.326 12.3500 41.62 FO AREA 10 6.600 12.3500 51.69 FO AREA 25 8.356 12.3500 65.39 FO AREA 50 9.932 12.3500 77.54 FO AREA 100 11.536 12.3500 89.77 INDUST PRK IN POND 1 12.103 12.4000 77.93 INDUST PRK IN POND 2 17.162 12.4000 110.83 INDUST PRK IN POND 5 25.319 12.4000 163.21 INDUST PRK IN POND 10 31.021 12.4000 199.23 INDUST PRK IN POND 25 38.855 12.4000 248.06 INDUST PRK IN POND 50 45.875 12.4000 291.28 INDUST PRK IN POND 100 53.011 12.4000 334.78 INDUST PRK OUT POND 1 12.102 13.4750 19.73 129.71 4.397 INDUST PRK OUT POND 2 17.161 13.5750 25.66 130.23 6.945 INDUST PRK OUT POND 5 25.318 13.8000 32.03 130.89 11.644 INDUST PRK OUT POND 10 31.020 13.9000 36.04 131.34 14.807 INDUST PRK OUT POND 25 38.855 14.0500 40.11 131.84 18.362 INDUST PRK OUT POND 50 45.874 14.1750 43.68 132.29 23.134 INDUST PRK OUT POND 100 53.011 14.3500 46.30 132.66 27.905 1 SIN: A1YXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 Type. . . . Master Network Summary Page 1.08 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ---ac-ft_ - Trun --cf - ---ft--- ---ac_ft ---- --- --- --- IP1 AREA 1 .119 13.0500 ° 31 IP1 AREA 2 .240 12.9250 .87 1 IP1 AREA 5 .476 12.8000 2.13 IP1 AREA 10 .663 12.8000 3.18 IP1 AREA 25 .940 12.8000 4.74 IP1 AREA 50 1.205 12.8000 6.22 IP1 AREA 100 1.486 12.6750 7.82 IP2 AREA 1 2.877 12.4000 20.65 IP2 AREA 2 4.434 12.4000 33.36 ' IP2 AREA 5 7.061 12.4000 54.50 IP2 AREA 10 8.951 12.3500 69.51 IP2 AREA 25 11.595 12.3500 90.62 IP2 AREA 50 13.997 12.3500 109.61 IP2 AREA 100 16.463 12.3500 128.91 IP3 . AREA 1 .216 13.9500 .41 IP3 AREA 2 .436 13.8000 1.05 IP3 AREA 5 .865 13.6000 2.46 IP3 AREA 10 1.205 13.6000 3.63 IP3 AREA 25 1.709 13.6000 5.39 IP3 AREA 50 2.190 13.3500 7.11 IP3 AREA 100 2.702 13.3500 8.97 IP4 AREA 1 4.464 12.3500 34.75 IP4 AREA 2 6.234 12.3500 48.81 IP4 AREA 5 9.035 12.3500 70.64 IP4 AREA 10 10.966 12.3500 85.43 IP4 AREA 25 13.594 12.3500 105.28 IP4 AREA 50 15.930 12.3250 122.75 IP4 AREA 100 18.291 12.3250 140.24 r SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:49 AM 3/9/2006 Type.-. . . Master Network Summary Page 1.09 Name. . . . Watershed File. . . . G:\P2000\481\Sl0\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None;, L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID -------- Type Event ac-ft Trun hrs cfs ---ft--- --_ac_ft ----- IP5 AREA 1 1.468 12.8000 6.29 IP5 AREA 2 2.449 12.8000 11.79 IP5 AREA 5 4.185 12.8000 21.54 IP5 AREA 10 5.474 12.6750 28.84 IP5 AREA 25 7.315 12.6750 39.38 IP5 AREA 50 9.015 12.6750 49.05 IP5 AREA 100 10.783 12.6750 59.03 IP7 AREA 1 1.481 12.2000 14.22 IP7 AREA 2 1.998 12.2000 19.12 IP7 AREA 5 2.800 12.2000 26.55 IP7 AREA 10 3.346 12.2000 31.51 IP7 AREA 25 4.082 12.2000 38.11 IP7 AREA 50 4.732 12.2000 43.86 IP7 AREA 100 5.386 12.2000 49.60 IP8 AREA 1 4.204 12.5000 27.32 _.._ IP8 AREA 2 5.770 12.5000 37.58 IP8 AREA 5 8.222 12.5000 53.32 IP8 AREA 10 9.901 12.5000 63.92 IP8 AREA 25 12.175 12.5000 78.08 IP8 AREA 50 14.189 12.5000 90.46 ' IP8 AREA 100 16.220 12.5000 102.82 IP9 AREA 1 .486 12.3250 4.05 IP9 AREA 2 .710 12.3000 6.04 IP9 AREA 5 1.076 12.2750 9.27 IP9 AREA 10 1.334 12.2750 11.51 IP9 AREA 25 1.689 12.2750 14.57 IP9 AREA 50 2.007 12.2750 17.28 IP9 AREA 100 2.332 12.2750 20.01 r i SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. Pondpack (10.00.016.00) 11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.10 Name. :. . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID - Type Event ---ac_ft-- Trun hrs cfs ---ft--- ---ac_ft ------- ---------------- ---- ------ -- --------- -------- ---- JACQUES POND IN POND 1 4.411 R 12.4500 8.74 JACQUES POND IN POND 2 7.565 R 12.4750 20.54 JACQUES POND IN POND 5 13.151 12.4000 47.66 JACQUES POND IN POND 10 17.455 12.4000 69.95 JACQUES POND IN POND 25 23.692 12.3500 103.13 JACQUES POND IN POND 50 29.532 12.3500 134.43 JACQUES POND IN POND 100 35.658 12.3250 166.76 JACQUES POND OUT POND 1 4.405 R 14.6250 4.97 73.18 .487 JACQUES POND OUT POND 2 7.551 R 13.7500 9.95 73.36 1.001 JACQUES POND OUT POND 5 13.126 R 13.1250 23.21 73.68 2.003 JACQUES POND OUT POND 10 17.442 R 13.0000 34.87 73.91 2.757 JACQUES POND OUT POND 25 23.686 R 12.9000 52.90 74.20 3.808 JACQUES POND OUT POND 50 29.528 R 12.8500 70.46 74.47 4.875 JACQUES POND OUT POND 100 35.656 R 12.8500 88.93 74.71 5.948 JC PENNEY IN POND 1 11.068 12.4000 77.62 JC PENNEY IN POND 2 15.676 12.4000 111.26 JC PENNEY IN POND 5 23.058 12.4000 164.23 JC PENNEY IN POND 10 28.191 12.4000 200.45 JC PENNEY IN POND 25 35.214 12.3500 249.70 JC PENNEY IN POND 50 41.484 12.3500 293.37 JC PENNEY IN POND 100 47.840 12.3250 337.40 JC PENNEY OUT POND 1 11.054 12.9500 34.25 128.22 3.748 JC PENNEY OUT POND 2 15.663 12.8750 55.50 128.89 5.100 JC PENNEY OUT POND 5 23.045 12.8000 92.46 129.84 7.040 JC PENNEY OUT POND 10 28.177 12.7750 116.89 130.41 8.317 JC PENNEY OUT POND 25 35.200 12.6250 191.73 130.92 9.517 JC PENNEY OUT POND 50 41.470 12.5000 269.72 131.04 9.797 JC PENNEY OUT POND 100 47.826 12.4250 329.62 131.09 9.9.32 SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.11 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID ------- Type Event ---ac-ft-- Trun hrs cfs ---ft--- ac-ft JCP EAST AREA 1 3.141 12.4000 23.47 JCP EAST AREA 2 4.686 12.4000 35.96 JCP EAST AREA 5 7.238 12.3500 56.30 JCP EAST AREA 10 9.049 12.3500 70.74 JCP EAST AREA 25 11.559 12.3500 90.53 JCP EAST AREA 50 13.823 12.3500 108.17 JCP EAST AREA 100 16.134 12.3500 126.00 JCP EAST IN POND 1 14.195 12.6750 46.87 JCP EAST IN POND 2 20.349 12.6250 76.78 JCP EAST IN POND 5 30.283 12.6000 128.71 JCP EAST IN POND 10 37.226 12.5500 165.05 JCP EAST IN POND 25 46.759 12.6000 257.96 JCP EAST IN POND 50 55.293 12.5000 365.24 JCP EAST IN POND 100 63.960 12.4250 451.10 JCP EAST OUT POND 1 14.195 13.3750 35.50 124.83 .1.915 JCP EAST OUT POND 2 20.349 12.7000 42.77 126.76 6.907 JCP EAST OUT POND 5 30.283 25.1750 42.96 128.52 12.065 JCP EAST OUT POND 10 37.226 26.5000 42.97 129.65 15.690 JCP EAST OUT POND 25 46.759 15.1250 42.76 131.19 21.039 JCP EAST OUT POND 50 55.292 15.1500 47.75 132.44 25.842 JCP EAST OUT POND 100 63.960 15.1750 51.26 133.63 30.891 JCPENNEY AREA 1 .010 12.1250 .11 JCPENNEY AREA 2 .014 12.1250 .15 JCPENNEY AREA 5 .020 12.1500 .22 JCPENNEY AREA 10 .024 12.1500 .26 JCPENNEY AREA 25 .030 12.1500 .31 JCPENNEY AREA 50 .034 12.1500 .36 JCPENNEY AREA 100 .039 12.1500 .41 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 t Type. . . . Master Network Summary Page 1.12 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ---ft--- ---ac-ft ----------------- ---- ------ ---------- -- ------ -------- ------ JUNC 50 JCT 1 .768 12.2250 6.80 JUNC 50 JCT 2 1.105 12.2250 9.73 JUNC 50 JCT 5 1.661 12.2250 14.67 JUNC 50 JCT 10 2.056 12.2250 18.18 JUNC 50 JCT 25 2.606 12.2250 23.01 JUNC 50 JCT 50 3.104 12.2250 27.33 JUNC 50 JCT 100 3.614 12.2250 31.73 LAF P3 AREA 1 .703 12.2000 6.75 LAF P3 AREA 2 .973 12.2000 9.38 LAF P3 AREA 5 1.398 12.2000 13.43 LAF P3 AREA 10 1.690 12.2000 16.17 LAF P3 AREA 25 2.086 12.2000 19.83 LAF P3 AREA 50 2.438 12.2000 23.03 LAF P3 AREA 100 2.793 12.2000 26.23 LAF P4 AREA 1 .066 12.5500 .24 LAF P4 AREA 2 .132 12.4500 .71 LAF P4 AREA 5 .263 12.4000 1.77 LAF P4 AREA 10 .366 12.3750 2.64 LAF P4 AREA 25 .519 12.3500 3.95 LAF P4 AREA 50 .666 12.3500 5.20 LAF P4 AREA 100 .821 12.3250 6.53 LOWES AREA 1 .576 12.1250 6.31 LOWES AREA 2 .746 12.1250 8.06 LOWES AREA 5 1.004 12.1250 10.66 LOWES AREA 10 1.177 12.1250 12.39 LOWES AREA 25 1.409 12.1250 14.67 LOWES AREA 50 1.612 12.1250 16.66 LOWES AREA 100 1.815 12.1250 18.65 SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.13 YP 5 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID ------- Type Event ac-ft Trun hrs cfs ft ac-ft LOWES DETEN IN POND 1 .576 12.1250 6.31 LOWES DETEN IN POND 2 .746 12.1250 8.06 LOWES DETEN IN POND 5 1.004 12.1250 10.66 LOWES DETEN IN POND 10 1.177 12.1250 12.39 LOWES DETEN IN POND 25 1.409 12.1250 14.67 LOWES DETEN IN POND 50 1.612 12.1250 16.66 LOWES DETEN IN POND 100 1.815 12.1250 18.65 LOWES DETEN OUT POND 1 .576 12.7750 .67 176.66 .261 LOWES DETEN OUT POND 2 .746 12.9000 .73 177.13 .355 LOWES DETEN OUT POND 5 1.004 13.1750 .83 177.90 .505 LOWES DETEN OUT POND 10 1.177 13.3500 .88 178.36 .612 LOWES DETEN OUT POND 25 1.408 13.2500 1.27 178.78 .729 LOWES DETEN OUT POND 50 1.612 13.0500 1.69 179.11 .824 LOWES DETEN OUT POND 100 1.815 12.9000 2.13 179.45 .921 NATURAL DETENIN POND 1 15.324 12.5250 34.45 NATURAL DETENIN POND 2 22.285 12.4500 51.18 NATURAL DETENIN POND 5 33.741 12.4000 78.57 NATURAL DETENIN POND 10 41.863 12.4000 98.50 NATURAL DETENIN POND 25 53.129 12.4000 124.69 NATURAL DETENIN POND 50 63.301 12.4000 147.81 NATURAL DETENIN POND 100 73.701 12.4000 171.50 NATURAL DETENOUT POND 1 15.324 13.7750 24.32 135.65 1.544 NATURAL DETENOUT POND 2 22.285 13.6750 33.30 135.90 1.992 NATURAL DETENOUT POND 5 33.741 13.3750 46.77 136.26 3.386 NATURAL DETENOUT POND 10 41.863 13.3500 55.24 136.46 4.292 NATURAL DETENOUT POND 25 53.128 13.2750 66.98 136.73 5.540 NATURAL DETENOUT POND 50 63.300 13.2250 77.42 136.96 6.600 NATURAL DETENOUT POND 100 73.700 13.2000 88.10 137.19 7.824 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.14 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun=_ HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID - Type Event ac-ft Trun hrs --cfs - -_-ft--- ---ac_ft ----- -- PLAZA DETEN IN POND 1 1.340 12.4000 9.01 PLAZA DETEN IN POND 2 2.142 12.4000 15.61 PLAZA DETEN IN POND 5 3.527 12.4000 26.87 PLAZA DETEN IN POND 10 4.538 12.4000 34.99 PLAZA DETEN IN POND 25 5.967 12.3500 46.35 PLAZA DETEN IN POND 50 7.276 12.3500 56.81 PLAZA DETEN IN POND 100 8.627 12.3500 67.52 PLAZA DETEN OUT POND 1 1.297 14.1500 1.67 130.68 .560 PLAZA DETEN OUT POND 2 2.099 13.4500 3.52 131.04 .858 PLAZA DETEN OUT POND 5 3.484 13.1000 7.79 131.66 1.373 PLAZA DETEN OUT POND 10 4.495 13.0750 10.38 132.12 1.775 PLAZA DETEN OUT POND 25 5.924 13.1000 12.58 132.73 2.428 PLAZA DETEN OUT POND 50 7.233 13.1250 14.39 133.32 3.057 PLAZA DETEN OUT POND 100 8.584 13.1500 16.09 133.95 3.724 PLUM GULLEY DA AREA 1 7.112 17.2750 9..80 PLUM GULLEY DA AREA 2 26.925 15.2750 42.13- = PLUM GULLEY DA AREA 5 76.326 13.8000 162.28 PLUM GULLEY DA AREA 10 120.210 13.7750 293.30 PLUM GULLEY DA AREA 25 190.028 13.5250 526.20 PLUM GULLEY DA AREA 50 260.152 13.5250 772.25 PLUM GULLEY DA AREA 100 337.460 13.5250 1048.73 PODUNK R. DA AREA 1 11.859 16.9750 16.60 PODUNK R. DA AREA 2 44.893 15.0250 71.70 PODUNK R. DA AREA 5 127.260 13.5500 290.95 PODUNK R. DA AREA 10 200.430 13.5250 533.78 PODUNK R. DA AREA 25 316.841 13.3250 969.27 PODUNK R. DA AREA 50 433.761 13.3250 1426.15 PODUNK R. DA AREA 100 562.660 13.3000 1940.28 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) .11:50 AM 3/9/2006 1 Type. . . . Master Network Summary Page 1.15 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ' (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond .Storage -Node-ID--------- Type Event ac-ft Trun hrs --cfs - ---ft--- ac-ft -- ROOFS AREA 1 .442 12.1250 4.50 ROOFS AREA 2 .554 12.1250 5.57 ROOFS AREA 5 .721 12.1250 7.18 ROOFS AREA 10 .833 12.1250 8.24 ROOFS AREA 25 .982 12.1250 9.66 ROOFS AREA 50 1.112 12.1250 10.90 ROOFS AREA 100 1.243 12.1250 12.14 *ROUTE 30 JCT 1 61.885 R 13.3500 73.35 *ROUTE 30 JCT 2 136.598 R 18.2500 159.00 *ROUTE 30 JCT 5 304.685 R 16.2500 514.52 *ROUTE 30 JCT 10 447.675 R 15.6750 895.48 *ROUTE 30 JCT 25 669.843 R 15.2250 1556.37 *ROUTE 30 JCT 50 889.576 R 14.9750 2276.02 *ROUTE 30 JCT 100 1130.381 R 14.8000 3083.50 S10 MEDICAL AREA 1 .655 12.1750 6.69 S10 MEDICAL AREA 2 .876 12.1750 8.89 S10 MEDICAL AREA 5 1.218 12.1750 12.21 S10 MEDICAL AREA 10 1.450 12.1750 14.42 S10 MEDICAL AREA 25 1.762 12.1750 17.35 S10 MEDICAL AREA 50 2.037 12.1750 19.91 S10 MEDICAL AREA 100 2.314 12.1750 22.45 SMITH ST JCT 1 2.267 12.3500 3.70 SMITH ST JCT 2 3.502 12.3000 6.52 SMITH ST JCT 5 5.609 12.3500 12.37 SMITH ST JCT 10 7.139 12.4000 17.39 SMITH ST JCT 25 9.292 12.3500 24.74 SMITH ST JCT 50 11.260 12.3250 31.56 SMITH ST JCT 100 13.288 12.2750 37.94 1 SIN: AIYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) .11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.16 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs --cfs - ---ft--_ ---ac_ft ----- -- SMITH ST DA AREA 1 .393 12.3000 2.84 SMITH ST DA AREA 2 .656 12.3000 5.34 SMITH ST DA AREA 5 1.121 12.2500 9.81 SMITH ST DA AREA 10 1.466 12.2500 13.15 SMITH ST DA AREA 25 1.960 12.2500 17.88 SMITH ST DA AREA 50 2.415 12.2500 22.21 SMITH ST DA AREA 100 2.889 12.2500 26.67 TO JACQUES P AREA 1 .834 12.6750 2.34 TO JACQUES P AREA 2 1.801 12.5500 8.25 TO JACQUES P AREA 5 3.751 12.4750 22.79 TO JACQUES P AREA 10 5.318 12.4500 35.18 TO JACQUES P AREA 25 7.672 12.4000 54.58 TO JACQUES P AREA 50 9.936 12.4000 73.14 TO JACQUES P AREA 100 12.358 12.4000 92.87 TO WHAPLE BRK JCT 1 29.519 13.4500 59.51 TO WHAPLE BRK JCT 2 42.633 12.7000 71.07 TO WHAPLE BRK JCT 5 64.023 14.1750 76.68 TO WHAPLE BRK JCT 10 79.089 13.9250 90.58 TO WHAPLE BRK JCT 25 99.888 13.6750 106.72 TO WHAPLE BRK JCT 50 118.593 13.6750 121.19 TO WHAPLE BRK JCT 100 137.660 13.5250 135.96 UNIT 11 AREA 1 .532 12.6000 3.07 UNIT 11 AREA 2 .724 12.6000 4.18 UNIT 11 AREA 5 1.023 12.6000 5.87 UNIT 11 AREA 10 1.227 12.6000 7.01 UNIT 11 AREA 25 1.503 12.6000 8.53 UNIT 11 AREA 50 1.747 12.6000 9.85 UNIT 11 AREA 100 1.992 12.6000 11.18 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 Type. . . . Master Network Summary Page 1.17 Name. . . . Watershed File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID -------- Type Event ---ac_ - ---ft - Trun -_------cfs ---ft--- ---ac_ft---- UNIT 12 AREA 1 1.849 12.1750 17.17 UNIT 12 AREA 2 2.315 12.1750 21.26 UNIT 12 AREA 5 3.015 12.1750 27.39 UNIT 12 AREA 10 3.482 12.1750 31.46 UNIT 12 AREA 25 4.105 12.1750 36.88 UNIT 12 AREA 50 4.650 12.1750 41.61 UNIT 12 AREA 100 5.196 12.1750 46.35 UNIT 13 AREA 1 .577 12.1750 5.36 UNIT 13 AREA 2 .722 12.1750 6.63 UNIT 13 AREA 5 .940 12.1750 8.54 UNIT 13 AREA 10 1.086 12.1750 9.81 UNIT 13 AREA 25 1.281 12.1750 11.50 UNIT 13 AREA 50 1.451 12.1750 12.98 UNIT 13 AREA 100 1.621 12.1750 14.46 UNIT 4 AREA 1 .036 _ 12.5250 .14 UNIT 4 AREA 2 .073 12.4250 .41 ' UNIT 4 AREA 5 .146 12.3750 1.03 UNIT 4 AREA 10 .203 12.3250 1.54 UNIT 4 AREA 25 .288 12.3250 2.30 UNIT 4 AREA 50 .370 12.3250 3.03 UNIT 4 AREA 100 .456 12.3250 3.80 UNIT 5 AREA 1 .119 12.5250 .46 UNIT 5 AREA 2 .241 12.4250 1.35 UNIT 5 AREA 5 .479 12.3750 3.37 UNIT 5 AREA 10 .666 12.3250 5.04 UNIT 5 AREA 25 .945 12.3250 7.55 UNIT 5 AREA 50 1.212 12.3250 9.93 UNIT 5 AREA 100 1.494 12.3250 12.44 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. PondPack (10.00.016.00) 11:50 AM 3/9/2006 ' Type. . . . Master Network Summary Page 1.18 Name. . . . Watershed File. . . . G:\P2000\481\310\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ---ac_ft-- Trun hrs cfs ---ft--- ---ac_ft --- W10 OFFICES AREA 1 .280 12.2000 2.85 W10 OFFICES AREA 2 .394 12.2000 4.03 W10 OFFICES AREA 5 .576 12.1750 5.89 W10 OFFICES AREA 10 .702 12.1750 7.15 W10 OFFICES AREA 25 .873 12.1750 8.86 W10 OFFICES AREA 50 1.026 12.1750 10.35 W10 OFFICES AREA 100 1.181 12.1750 11.85 r SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. 1 PondPack (10.00.016.00) 11:50 AM 3/9/2006 ' Appendix A A-1 Index of Starting Page Numbers for ID Names ----- W ----- Watershed. . . 1.01 L 1 SIN: AlYXYWH6PYAE Fuss & O'Neill, Inc. ' PondPack (10.00.016.00) 11:50 AM 3/9/2006 ' Type. . . . Detention Time Page 16.436 Name. . . . DET7 OUT Tag: 10 Event: 10 yr File. . . . G:\P2000\481\S10\Pondpack\Watershed Analysis\BASIN #7 FULL BUILD-03-09-06.ppw Storm. . . TypeIII 24hr Tag: 10 DETENTION TIMES SUMMARY ' HYG Dir = G:\P2000\481\S10\Pondpack\Watershed Analysis\ Inflow HYG file = NONE STORED - DET7 IN 10 Outflow HYG file = NONE STORED - DET7 OUT 10 Pond Node Data = DET7 Pond Volume Data = DET7 Pond Outlet Data = Deten 7 Out No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. 17.0750 hrs Tp, Total Inflow 12.1750 hrs Peak to Peak = 4.9000 hrs Qout+Infilt. Centroid 28.3260 hrs Inflow Centroid 12.9699 hrs Centroid to Centroid = 15.3561 hrs Weighted Avg. Plug Time = 19.4178 hrs Max.Plug Vol. Plug Time = 15.2417 hrs Max.Inflow Plug Volume = .122 ac-ft (From 12.1750 to 12.2000 hrs) --------------------------------------- S/N: AIYXYWH6PYAE Fuss & O'Neill, Inc. Pondpack (10.00.016.00) 10:52 AM 3/30/2006 FUSS &O NEILL Disciplines to Deliver APR 0 $ 2006 XUTn VVIi`sa, jR DEPT. April 3,2006 Jeffrey B.Doolitle,P.E. Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 Re: Application#06-01P Office South at Evergreen Walk Response to Jeffrey Doolittle's Comments dated March 28,2006 Dear Mr.Doolide: The following is in response to your comments dated March 28,2006 and our meeting in your office on Friday,March 31,2006 for the above referenced-projects. Fuss&O'Neill's response below pertains only to the comments for our portion of the project. The other comments are addressed under separate cover by the appropriate professionals. Fuss&O'Neill's responses are in italics. 1. Are all 4 stop signs necessary at the intersection of Tamarack Ave and Evergreen Way and at the sharp corner on Evergreen Way? The plans show a stop bar at both ends (N&S) of the front drive along the west side of the building but no stop signs. Add a stop sign at these two locations... The.4 stops signs are necessary for safety reasons until Tamarack Avenue and Evergreen IY/ay are extended in the future. Stop signs have been added to the revised plans. 2. This plan includes connecting Evergreen Way with Tamarack Drive. However,Evergreen Way does not seem to be suitable for a connector road from ECHN to the Shops at Evergreen Walk as it is narrow and there are several sharp turns. Why not make Evergreen Way wider with a median and turn lanes? Is there a plan to build Tamarack Drive to connect the north and south ends of this property in the future? FLB Architecture will respond to this comment. 146 Hartford Road Manchester,CT 3. There should be a large visible barrier(such as a guardrail)with reflectorized signs at the sharp 06040-5992 corner on Evergreen Way shown on these plans so vehicles do not drive off the pavement and t(860)06-2469 into the drainage ditch if they miss this turn. (800):86-2469 f(860)533-5143 Guardrail and reflectoriZed signs have been added to the retisedplans. www.FandO.com 4. Include flow/sizing calculations for the Vortechs Model 9000 sediment chamber. Cxtaectieut The calculations for the Vortechs Model 9000 are included in the revised Drainage Report. rYlaracfiusens .-Mew York R/ndedsland Mort#CWIina G:\P2000\481\S10\Response to Jeff Doolittle's Comments March 28 2006.doc Sout4Carolina Cones.(HO Jeffrey Doolittle,P.E. April 3,2006 Page 3 8. The culvert and old farm crossing in the drainage ditch between ECHN and this site needs to be removed and the channel restored in this area. This culvert appears to be undersized and may be clogged by debris in the channel,resulting in flooding of either adjacent site. The revised plans call out for the old farm culvert and crossing to be removed and the channel restored. 9. Check for conflicts between the utilities (esp storm drainage and water) and the landscaping- and lighting. These need to be corrected. Rosemary Aldridge,Incite Inc.,will check herplans against ours to coordinate tire plantings with the proposed utilities and make any necessary adfustments. 10. Provide design calculations for the sanitary sewer pump station and pressure main. The long sanitary force main should have clean-outs or access ports at bends and regular intervals for maintenance access. Show these on the plan. The calculations and recommendations for the sanitary sewerpump station andpressure main were done by Water Resource Technologies and are attached 11. Include a detail for the transition from the sanitary force main to a gravity line upstream of the existing manhole behind LA Fitness. Consider designing the sanitary sewer main to be gravity' flow for as far as possible upstream of the connection to the existing manhole behind LA fitness to serve future buildings in this area. A callout has been added to the revised plans to require that a 6-inch diameter length of pipe be connected to the sanitary manhole and the force main will tie into the 6-inch lateral. Thu is what was done far the ECHN force main connection to the gran t sewer in Buckland Road 12. Add items for the regular sweeping of the parking lot,sidewalks and driveways and inspection/cleaning intervals for the Vortechs unit to the stormwater Operations and Maintenance plan(on sheet CE.5.10. The information has been added to the revised plans. 13. What is the Basin Outlet Structure detail for and where is it to be located? (On sheet CE.5.1) Is this a Temporary Basin Outlet Structure? Show where this is to be installed. It is a temporary sediment basin outlet structure. 14. Include a detail for the rip rap emergency spillway construction. The detail has been added to the revised plans. G:\P2000\481\S10\Response to Jeff Doolitde's Comments March 28 2006.doc Corres.(HQ) ; %ar. i01 2006 4: 35PM Water Resource Technologi 860. 872. 6822 P. 1 ■ ■ J�RF� •Wate— r Water ReSource Technologies, LLC Ea . .Q U 1 CEO P.O.Box 156 Vej on, Connecticut 06066 Te0:E'l t"1 C . ,t_ S Voice 518.81.7.3198 Fax 860.872.6822 Service 877-WRT-PUMP cal exanderna.wrtll.c.corn Prvtoctino, titershad Attention: Michelle M Carlson Company: Fuss&O'Neill Inc. Subject: Office South Building Date: March 1, 2006 Michelle, Attached are the hydraulics and preliminary pipe sizing analysis for the office south building at Evergreen Walk. I ran the analysis using 1-1/2" SDR 9 IPS HDPE pipe with a"C"factor of 150.Two separate reports were calculated to show the friction loss and velocity in situations where one or both pumps were running. Both head conditions were well within the ideal operating parameters. I am assuming you will be using the same pump that we used for the previous building, which is a quadraplex tank with only 2 cores installed.That will handle your 6,600 gpd estimate and should work perfectly. I would recommend a flushing connection installed at the first 90 degree bend for cleanouts. If you have any other questions please feel free to give me a call. Regards, Connor Alexander Connecticut Sales Water Resource Technologies,LLC Y PRELIMINARY PRESSURE SEWER—PIPE SIZING AND BRANCH ANALYSIS Blank Hydraulic Analysis Date: Mar-01-0 Office South Building at Evergreen Walk Prepared By: o Fuss&O'Neill Connor Alexander Y IV Zone Number Of Cores Accumulated Maximum Number Maximum Pipe Maximum Length Friction FriWon Accumulated Maximum Minimum Static Total O Number connected Total Of Cores Of Simultaneous Flow in Size Velocity Of Main Loss Factor Loss Friction loss Main Pump Head Dynamic O O This Zone This Zone Operations GPM (Inch) (FPS) Thls Zone (FT1100 FT) This Zone (Feet) Elevation Elevation (Feet) Head(Ft) Pipe diameters used for: SDR 9 PE Pipe(US Power. 240 Volt 60 Hz Constant for inside roughness of'C = 150 .A _ - W One Core Runnin J -o • 3 1.00 1 1 1 13 1.50 2.43 1202 1.70 21.43 21.43 136 1 115 21 42.43 Both Cores RunningE a, _ rr 2.00 2 2 2 22 1.50 4.11 12621 4.50 56.79 56.79 136 115 21 77.79 -3 m LO — 0 C M m _ 7 0 0 n r ' m O 0) i _ J i 1V � Q) m j Page 2 of 3 Note:This analysis valid only with the use of ElOne positive displacement pumps. LPS 2000—Ver 1.0 w APR 0 6 2006 IF MILE FLB Architecture &Planning, Inc. 19 Silver Lane East Hartford CT 06118 (860)5684030 fax: (860)568-5129 e-mail:fib@flbarch.com web:www.fibarch.com April 6, 2006 Ms. Marcia Banach Planning & Zoning Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Evergreen Walk Tamarack Avenue Office South Project No. 05281.20 PZC #06-01 P Dear Marcia, To complete an issue raised at the public hearing of the Planning &Zoning Commission on March 28, 2006 regarding the box culvert roadway crossing of the wetland area northwest of the subject building, we are proposing to finish the concrete on the inside (boulevard side) of the culvert side walls by using concrete form liners to give a stone pattern to the walls. The drawings submitted on this date from Fuss & O'Neill indicate the use of a form liner on the concrete walls. We are recommending that the pattern to be used be a drystack stone pattern similar to what we would see in roadside stone walls throughout New England. The attached two sheets show the layout of the form liner and a photo of the face of a retaining wall with this pattern on the concrete. There are several manufacturers that make this particular pattern. We would be willing, if you agree with this pattern, to have noted on the Fuss & O'Neill drawings that the form liner would be "Symons Colonial Drystack form liner pattern or approved equivalent'. Very truly yours, Alan . Lamson, AIA, AICP President, Duly Authorized Planning Director Encl. Data Sheet, Symons form liner, Colonial Drystack Photo of wall surface using Drystack pattern c: file Michelle Carlson, Fuss & O'Neill Evergreen Walk, LLC PA05281.207LB Zone\PZC 060406\Pzca 060406.Doc y'DAYTUN SUPERIOR ss�rMoNs Colonial Drystack 77.. 4' ! � General Information: The Styrene and ABS form liners are an economical solution for providing architectural pattern reproductions.The Styrene plastic form liner is a perfect alternative for single use applications which costs less than other liners.The ABS plastic form liner exhibits good I' impact resistance and excellent overall performance. Its reuse factor is 10, subject to pattern configuration, proper handling and jobsite configurations. Care and Handeling: To protect from thermal deformation,form liners should not be � exposed to temperatures above 140'F(60°). L� To avoid discoloration from sunlight exposure,form liners should be covered with a tarpaulin when not in use.This helps prolong the life of the material and keeps the material clean. 1 � ( Form Liners are subject to thermal expansion and contraction+/- j 1/8"@ 70°F. Keep away from steam, acids,and certain fuels. -J Application: �iI, Refer to Form Liner Application Guide. �j )nP, Product and Technical Information: AOO. Product Code# Product Code# 3170593 3170150 _ I! Uses Uses _J U p 1 to 10 Material Thickness Material Thickness .150 .150 Standard Dimensions Standard Dimensions 4' x 10' 4' x 10' Color Color ', •`( White Gra For further information or questions please contact our Technical Department at 800 800 7652/ 847 6 5-9287 p ( ) ( ) 3 Fax.Ore-mail us at info@symons.com. Y Manufactured by SYMONS 200 East TouhyAvenue•Des Plaines, IL 60017• (800)800-7652 Phone•(847)635-9287 Fax•info@symons.com www.symons.com . . .� . _ , y z :.2\.� - . , � | CUFr0.M ROCK � e ■ 12M , , MN F \�/, ",*IN S£4 ti F' To� o-P Soum `d s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 o w SOR•CO AREA CODE 860/644-2511 SOUTH WINDSOR FIRE MARSHAL'S OFFICE SITE PLAN COMMENTS Evergreen Walk Office Building South Date: 2006/04/13 Inspection Number: SP-002.06 Report By: Walter Summers, Fire Marsh (� 1) The water main shall be extended up the south access road and tied into the exisiting water main by LA Fitness. 2) A hydrant shall be provided on the Southeast side of the building. 3) A knox box shall be provided on the building. MEMORANDUM To: Marcia Banach, Director of Planning r From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 4/25/06 RE: App 06-01 P Office Building South have reviewed the revised development plans (dated 4/3/06) for the Office Building South on Evergreen Walk property along Buckland Road, and I have the following comments: 1. This plan includes connecting Evergreen Way with Tamarack Drive. If Evergreen Way is to be the main connector road from ECHN to the Shops at Evergreen Walk, even temporarily, it needs to be improved with final paving, line striping and signs by LA Fitness. What is the time frame to build the middle of Tamarack Drive to connect the north and south ends of this property in the future? 2. Add Street name signs where Tamarack Ave and Evergreen Way meet and where Evergreen Way and Cedar Ave meet. Also add directional signs from each end of Tamarack Ave to the other since they are not connected yet. Directional signs need to be provided so drivers can get to the Office Building South and ECHN from Cedar Ave and Evergreen Way 3. Sidewalks should be included in this project along Buckland Road to connect those in front of LA Fitness with those in front of ECHN. This building will be essentially along Buckland Road because of its height and visibility and because there are no plans for another building between this one and Buckland Road at this time. 4. The elevation of the bypass weir for the Vortechs Model 9000 sediment chamber shown on the plans does not agree with the calculations. This needs to be checked and corrected. 5. The pipe report in Appendix A of the Drainage Report still shows three 30" pipes with insufficient capacity, however, the value used for Mannings n was high. This needs to be checked. 6. Extend the gravel access drive to the detention basin outlet and emergency spillway for inspection and maintenance access. Label this on the topographic and grading plans. 7. Include a detail for the construction of the gravel access drive (filter fabric under 10 inches of compacted gravel with 4 inches topsoil on top) 8. Check for conflicts between the utilities (esp storm drainage and water) and the landscaping and lighting. These need to be corrected. 9. 1 have received the design calculations for the sanitary sewer pump station and pressure main and am in the process of reviewing these with Fred Shaw. How was the estimated average daily flow calculated? We may have some other questions before the WPCA presentation. 10.This project must be submitted to the WPCA for review and approval. Please call me if you have any questions. �0 N Sf4 To �01ye 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�dSOR-co TELEPHONE (860) 644-2611 CERTIFIED MAIL 7004 2510 0003 9803 1090 April 27,2006 Alan Lamson FLB Architecture East Hartford, CT 06118 Dear Mr. Lamson: Re: Appl#06-01P, Evergreen Walk Office South—Site Development Plan We are pleased to advise you that the Planning&Zoning Commission voted on April 25,2006 to approve with modifications the above referenced application for a Site Plan of Development. This approval-is for the construction of a medical office building,parking, storm water structures, and associated improvements on 5+/-acres on property located approximately 270 feet westerly of Buckland Road, and approximately 31.0 feet southerly of Deming Street, Gateway Development zone as shown on plans prepared by FLB Architecture&Planning,Job No. 481 S 10 dated 12/20/05, as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$20,000 to ensure compliance with the erosion and sedimentation control measures and a bond in the amount of$50,000 to ensure establishment of the stormwater structures. 4. A landscape bond in the amount of$20,000 is required and must be submitted prior to filing of mylars. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built-plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. ----9. The building street number must be included on the-final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. The Town Engineer's review comments dated April 25, 2006,must be addressed to the Town Engineer's satisfaction(with the exception of#3 and the gravel access drive around the detention area). 13. The Fire Marshal's review comments dated April 13, 2006,must be addressed to the Fire Marshal's satisfaction. 14. The light fixture detail must specify full-cutoff fixtures. 15. Add a street light at the sharp corner on Evergreen Way extension between LA Fitness and the new site. 16. Manhole frames and covers in the temporary drive between the Shops at Evergreen Walk and LA Fitness must be lowered to the road grade prior to issuance of a C.O. for the Office South building. Black and white transparent mylar of Sheets CG.1.1 and CG.1.2 with the above modifications,together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping plans)must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Si erely, Patrick Kennedy, Chairman Planning and Zoning Commission PK/bmm cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Fuss &O'Neill P:\05281.20\A-DT SIGN_F.dwg, 3/23/2006 2:22:37 PM, FLB Architecture&Planning by FH N I I z I m I I y � M I � O az A clo 31 L J JOB NAME OFFICE SOUTH EVERGREEN WALK TAMARACK AVE. SOUTH WINDSOR, GT SKETCH TITLE EREESTAND I N6 516N SCALE JOB NO. A5 NOTED 05281.20 DATE BY SKETCH NO.SK X Fle A li tectnre a Planning,Inc. 19 surer Lane tit xartlord a°slit 3/22/06 LRE Z-4 (g00)5684030 fac(ti80)511#4129 m-mil:filoWbamLeew Mnk ow.fltrareh.ara Memo To: Paul Reinke, Development Coordinator From:Michele R. Lipe, Town Planner Date: 5/07/14 Re: Evergreen Walk Tenant Fagade Approval for Pier 1 The above tenant fagade elevations are hereby approved based on elevations and materials presented to this department on May 6, 2014. Please note that approval of the fagade DOES NOT include signage approval. Signs will be reviewed when sign permit applications are filed. Sign permit applications MUST BE FILED with the Planning Department prior to installing signage. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.252 Fax 860-644-7280 e-mail michele.lipe@southwindsor.org • Page 1 EIFS SPECTRUM BROWN BLUE ACM SIGNAGE LAMBOO AWNINGS EIFS VAN DYKE EIFS NATURAL WHITE DARK ANODIZED ALUM STOREFRONT MASONRY BASE I i L O ; STOREFRONT RENDERING k At ��x`�ti EIFS SPECTRUM BROWN EIFS VAN DYKE EIFS NATURAL WHITE BLUE ACM SIGNAGE LAMBOO AWNINGS DARK ANODIZED MASONRY BASE ALUM STOREFRONT ®R THE PROMENADE SHOPS AT EVERGREEN WALK SOUTH WINDSOR, CT THE MCKINNEY PARTNERSHIP