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HomeMy WebLinkAboutSouth Windsor Fire and Ambul TOWN OF SOUTH WINDSOR RECEIVED vwne r .E qol PLANNING &ZONING COMMISSION APPLICATION FORM APR Z 7 ZOOS Application No: d 4-hop Official Receipt Date: _a 7-OC� SOUTH WINDSOR PLANNING DEPI. Receipt No: ` APPLICANT: / 0 ty/' ® PROJECT NAME:/I®ew / 2 el Z]T -Foe- �-& Totl�dj &11�6 jSod' )``Ire- 0 g,/ Ah,42/6'7 ADDRESS: ! 570 �(/ / (✓Of'� Ayc SSOV A yAOfl 1.ror CT 00 0 7T OWNER OF RECORD ON LAND RECORDS: / o wn ® 7' S®w 7q 4t//h A.S-y/`' ADDRESS: 16 0 's(/I'V4n I/ Ve, SOL(TX CT Nk -07i� COMPLETE LOCATION OF PROPERTY: -7,(P J S411,*Vwn �yG ASSESSOR'S MAP # /� 01 PARCEL#�300 45ZONE G NAME, ADDRESS, TEL&FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: 1- /en mar frn ,��e5�gh LLGA �1`� Gf/. ll'la,� S� /1ew 6 '74i,�1, CT Sb0 & 1 off"I700 )e a 4 -0C40x( 060—Ls` /2"/71J7 Estimated presentation time: THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certificate of Mailing) ❑ Subdivision/Resubdivision ❑ Open Space Subdivision (Public Hearing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor❑ Major ❑ Conditional Approval ' ' A Special Exception to Article te, (Public Hearing, Certificate of Mailing) Site Plan of Development ❑ General Plan of Development- State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision -Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit for (Public Hearing Required) ❑ In Law apartment/Accessory Apartment (Public Hearing Required) ❑ Major Home Occupation for (Public Hearing Required) ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. ;1gnature of Applicant Si nature of Prope y Owner STANDARD APPROVAL MODIFICATIONS FOR SITE PLAN PROJECT TOSW Fire and Ambulance Facility APPL. #09-16P ENGINEER/ARCHITECT PROJ.# Submit mylars of sheets: 1,L.2 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. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 6. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 7. The building street number must be included on the final plan. 8. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 9. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 10. The Town Engineer's review comments dated May 22,2009,must be addressed to the Town Engineer's satisfaction. 11. The Director of Planning's review comments dated May 4,2009,must be addressed to the Director's satisfaction. HIGH: PRIORITY—:PLEASE NOTE :DATES 1.to PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: April 29, 2009 TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond, Walter Summers, Jeff Doolittle Ray Favreau, Karl Reichle, Mark Owens, Steve Lavigueur, Chris Dougan, Bob DeVito John Caldwell, Dennis Sheridan, Ron Asselin FROM: Marcia A. Banach,AICP, Director of Planning The Planning&Engineering Departments have received plans for the following project: 09-16P, TOSW Fire&Ambulance Complex Location: 765 Sullivan Ave Site Plan ❑ Subdivision No. Acres Zone RR ❑ Industrial ❑ Commercial ❑ Residential No. Lots/Units Water: El Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: New firehouse&ambulance facility 24,300 sq ft Future Town-owned property involved? ®Yes ❑No ❑ new street(s) ❑ new detention area ❑new open space/recreation area ❑ active ❑passive Planning Department notes: Scheduled for PZC on May 12 UNLESS there is a major issue, so please review &get me your comments ASAP Please comment by May 5 and return to the Planning Department. Health Department has concerns with use of kitchen. Will the kitchen be made available to the Public? If so there will have to be modifications made. ((�� `` Ftr� gASha�� ' Ongcammm4 t-e S44- D10n �}tt-e-�f1U"A fTyp TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT �6 UJ n O Eo X4�� (A/A"'nd-,q-0 �' PROJECT NAME e t� ��<< 1,4 t 15 �/�ral�n Fi rt- Q n pt Amtou An cL This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. 1. On each sheet for plans or maps, title block with the following information: a. Name, address and telephone of applicant. f✓ b. Name, address and telephone number of Land Surveyor or Professional Engineer. c. Name of Development. d. Date when drawings were made. I/ 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and / surrounding property within 500 feet. ✓ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking / requirements, etc. c/ b. Outline of buildings. c. Layout of streets. 2/ ✓ d. Surrounding property boundaries-within 500 feet. e. Names of abutting property owners. f. Proposed open spaces and recreation areas. g. Driveway cuts on abutting properties and any properties across from proposed site. h. Distance to and name of nearest intersection str et. Pa rcel an corner n 4 (N6Sf Rd a- S-wlli'Van Xve I/ 3. Architectural Elevations: See attached checklist for Architecture and Design Review. 2 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled S t vJrlka margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: b (� Pot ✓ a. Distance and bearings of all boundary lines and acreage of site. Iron pins A/V required at all property angle points and shown on map. SV b. Proposed streets and street lines with center line station, curve data, and I parking spaces. V c. Building lines in accordance with zoning regulations. L/ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement f. Names of abutting property owners. (v�I �" ✓ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within Y �e proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. Seal. d ✓ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: a. All existing and proposed buildings. b. Curb Lines and pavement width, sidewalks. c. Existing and proposed sanitary sewers. Oj d. Existing and proposed water and-all existing utilities. l� �f�� 3 e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. ✓ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. ✓ g . Regulated wetlands and 100-year floodplain or note that none are present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 1.5 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. i. Connections of all springs into proposed storm drainage system as needed. j. Location and indications of existing brook channels, and 100-year flood limits. ✓ k. A-2 &T-2 Certification; P.E & L.S. Seals. t/ 6. Landscaping plan 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. Y 8. Traffic Report 9. Site Lighting Plan ( v7L `S UG�e�Q/ �� �c� r — ��.(— lf.� eyL- w ' ,,,b /� 4 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. c. Sight line at driveway &street intersections. 4 e d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and / slopes of pipes. t/ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. N 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. oil J-7-/0 PLAN PREPARER(P. /L.S.) DAT February 2002; Rev. 4-04 5 DESIGNuc MEMO Site Design Landscape To: Marcia Banach,Director of Planning Architecture Jeffrey Folger,Environmental Planner/Conservation Officer Civil Engineering From: Ryan Scrittorale, E.I.T. Date: 05.12.09/REV 05.26.09 Re: App. 09-16P South Windsor Fire&Ambulance, 765 Sullivan Avenue This letter addresses the resolutions to comments that were addressed to Marcia Banach, Director of Planning in a Memorandum dated May 6,2009 by Jeffrey Doolittle,P.E., Town Engineer. The format of this letter will match the format of that correspondence and all responses are presented beneath the original comments in bold font. If you have any further questions,please feel free to contact me. 1. Label where the sidewalk and curb ramp down to be flush with the pavement for the handicap spaces. A 'ylush curb"note was added to the handicap spaces on sheet L-3. 2. Clearly label where the concrete curb begins and ends. Is all other curb Bit? Additional notes were added to clarify where the concrete curb begins and ends on sheetL-2. All other curbing on site is bituminous with the exception of the integral concrete curb. 3. Show the concrete wheel stop locations on the plan. Concrete wheel stops have been shown on sheets L-2 & L-3. 4. Run the building sanitary sewer lateral (from the middle of the building) straight out to the last sanitary manhole in the road. The sanitary main can be shortened to meet this lateral. This is a shorter run and will make it easier to access this lateral for maintenance. The clean-out for this lateral can be either inside the building or outside. The Sanitary lateral has been modified per the Town Engineers recommendation and the cleanout is now located inside the building. 5. Move PC135 25-30 feet to the north so it is by the back of these parking spaces. Raise the front corner of these parking spaces (where this CB is currently shown) so it is higher and water drains back to this CB. This will make it easier to keep this basin clear of snow in the winter and any water that bypasses this basin will run out into the road. PCB 5 has been relocated north and the parking lot has been soph%st%eated regarded accordingly to drain water towards the catch basin. site Aes%gw 6. Eliminate PC133 and the 12"RCP leading from this CB to PC132 as these are Od Pos Office Pima not necessary. 114Me Main Street PCB3 and the 12"RCP connection PCB3 and PCB2 have been Suite 201 New Britain,CT removed. 06051 7. Include a yard drain where the 8"drain pipes along the south side of the P:860-612-1700 building T into the drain pipe that crosses the parking lot to PCB 1 to a 10" F:860-612-1757 g p p P g todesignllacom Printed on Recycled Paper 12"pipe for ease of maintenance. A yard drain has been added in the location proposed by the Town DESIGN I-Lc Engineer. 8. Change the 8"pipe crossing the parking lot to PCB 1 to a 10"or 12"pipe for Site Design ease of maintenance. Landscape The 8"pipe crossing the parking lot to PCBI is now a 12"RCP. Architecture 9. It looks like the ground elevation on the south side of the building needs to be Civil raised a little to provide necessary itch away from the building. Engineering p ly p y g• The grades on the south side of the building have been raised. 10. Provide a detail for the stormwater leakoffs from the driveway and parking lot to the water quality swale and detention basin. A detail has been added on sheet L5.5 for the stormwater leakoff. 11. Provide a detail for the detention basin berm. The detention basin berm needs to be constructed of impervious material and keyed into impervious soil to prevent seepage through this berm. A detention basin berm section detail has been added to sheet L5.5. 12. A 10 ft. wide gravel access road is needed from the parking lot/driveway to the detention basin inlet, forebay and outlet structure for maintenance and inspection access. This is typically along the top of the detention basin berm. A ]Oft. wide gravel access road is shown from the parking lot to the detention basin inlet,forebay and outlet structure for maintenance and inspection access. 13. Raise the top of the detention basin berm to elevation 87.9 so there is a minimum 1 foot of freeboard for the 100 year storm. The top of the detention basin has been raised to elevation 87.9 to provide 1 ft of freeboard for the 100 year storm. 14. Provide a detail for the weir at the detention basin outlet structure. Is this a rip rap overflow spillway? A high level overflow detail has been added to sheet L5.5. The spillway will be utilizing permanent erosion control blanket. 15. Specify the size rip rap used for each location shown. All rip rap aprons will use modified rip rap. 16. What is the elevation of the stone check dams in the water quality Swale? Elevations have been added to the stone check dams on sheet L-3. 17. The temporary(stone) lined channel is not necessary. The channel and slopes should be stabilized with grass. Erosion Control blanket is only required where necessary to control erosion,not on all slopes. Detail 6 on sheet L-5.4 has been modified per the Town Engineer's recommendation. 18. Adjust the West Road plan and profile as follows: a. Slope the road down at I%from Sullivan Avenue to a low point(El 89.0) at about Sta. 1+00. sophisticated b. From this low point run up at 1%to elevation 91.5 at Sta. 3+50. Site Desigw c. Then slope down at slightly less than 1%to a low point at about Sta. � 7 6+50 with an elevation of about 89.0. 114 West Main StStreetreet p p Old Post Office d. Then slope u at about 1%to blend in with the rest of the road or to Suite 201 match a new profile of West Road by the property line. New Britain;CT 06051 e. No vertical curves are required where the change in grade is less than P:860-612-1700 3%• F:860-612-1757 f. Include a set of catch basins at the low point at Sta. 1+00 and pipe todesign1lacom Printed on Recycled Paper these together and to the existing catch basins along Sullivan Avenue. g. The low point at Sta. 6+50 could have not curb with surface runoff to DESIGN uC drainage swales alongside the road to the existing cross culvert. h. Eliminate PSMH 1 and move PSMH 3 back to about Sta. 4+80 to meet Site Design the building lateral. Two sanitary manholes are sufficient. Landscape i. The slope of the sanitary sewer main may be reduced to the minimum Architecture 0.5%slope. Civil Engineering The West Road Plan and profile have been adjusted per the Town Engineers recommendations. 19. Revise the details for pavement per the Town of South Windsor standard details. This includes 6 inches of gravel sub base and 6 inches of processed aggregate base. The pavement in the driveway should only have to be 4 inches thick. Welded wire fabric is not required in typical concrete sidewalks. Pavement Design reflects the recommendations stated in the Geotechnical Report. 20. Should there be expansion or saw cut joints in the concrete building stoop? The concrete stoop will be detailed by the Structural Engineer for construction and will include expansion joints. 21. Use Town of South Windsor standard details for the detention basin outlet. The Town of South Windsor standard detail for the detention basin outlet has been used. 22. Only 4 inches of topsoil is needed on the detention basin berm and side slopes. 4"of topsoil is shown on the detention basin berm section detail on sheet L-S.S. 23. Include a long term operations and maintenance plan for the stormwater system. Refer to detail 4 on sheet L-5.2 for the long term operations and maintenance plan for the stormwater system. Sincerely, Ryan E.I.T. soph%st%cated sate pes%gw Old Post Office Plaza 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignllccom Printed on Recycled Paper 4 i DESIGNuc MEMO To: Marcia A. Banach, AICP, Director of Planning From: Glen Martin, TO Design, LLC Date: 05.26.09 Re: South Windsor Fire &Ambulance Facility 4 1 This letter addresses the resolutions to comments that were addressed to Glen Martin, of TO Design in a Memo dated May 4,2009 by Marcia A Banach,AICP, Director of Planning. The format of this letter will match the format of that correspondence and all responses are presented beneath the original comments in bold font. 1. The property boundary along West Road needs to have monuments rather than metal pins. The surveyor will be contacted to install monuments for the property boundary along West Road. 2. The coordinates of monumented points must be,shown in tabular form on the boundary survey. The coordinates of monumented points shall be shown in tabular form on the boundary survey. 3. Most parking lot light poles are missing on the grading and utilities plan. The parking lot poles are now shown on the Grading and Utility Plan,Sheet L-3. 4. The calculation table on Sheet SL 2.1,site lighting, is too small to be legible. The calculation tables on Sheet SL-2.1 has been enlarged. 5. The wall lights along the east side of the building show extremely high light levels underneath(153 fc, 124 fc, etc.). Is this a mistake? . .4 sophist%cated Yes, a few light levels shown on the Site Lighting Plan, Sheet SL-2.1 were stie Des�gw incorrect. Those numbers have been corrected. Old Post Office Plaza 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignlic.com Printed on Recycled Paper DESIGN�i c 6. The Fire Marshal notes that the fire hydrant needs to be moved to the firehouse side of the street by SNET pole 1936. The fire hydrant has been moved to the Fire and Ambulance Facility side of West Road. , i If you have any further questions,please feel free to contact me, Sincerely, /A h Glen Martin TO Design, LLC v H soph%st%cAted site Des%gw Old Post Office Pima 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 f:860-612-1757 todesignllc.com Printed on Recycled Paper V DESIGNILc MEMO Site Design �� Landscape To: Marcia A. Banach,AICP, Director of Planning Architecture Civil From: Glen Martin,TO Design, LLC Engineering Date: 05.26.09 Re: South Windsor Fire &Ambulance Facility P This letter addresses the resolutions to comments that were addressed to Glen Martin, of TO Design in a Memo dated May 4,2009 by Marcia A Banach,AICP,Director of Planning. The format of this letter will match the format of that correspondence and all responses are presented beneath the original comments in bold font. l. The property boundary along West Road needs to have monuments rather than metal pins. The surveyor will be contacted to install monuments for the property boundary along West Road. 2. The coordinates of monumented points must be,shown in tabular form on the boundary survey. The coordinates of monumented points shall be shown in tabular form on the boundary survey. 3. Most parking lot light poles are missing on the grading and utilities plan. The parking lotpoles are now shown on the Grading and Utility Plan,Sheet L-3. 4. The calculation table on Sheet SL 2.1, site lighting, is too small to be legible. The calculation tables on Sheet SL-2.1 has been enlarged. 5. The wall lights along the east side of the building show extremely high light levels underneath(153 fc, 124 fc, etc.). Is this a mistake? 9 Yes, a few light levels shown on the Site Lighting Plan, Sheet SL-2.1 were soph%st%cated site Descyw incorrect. Those numbers have been corrected. Old Post Office Pima 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignllc.com Prinied an aecycieo Paper DESIGN u.0 6. The Fire Marshal notes that the fire hydrant needs to be moved to the firehouse side of the street by SNET pole 1936. Site Design The fare hydrant has been moved to the Fire and Ambulance Facility side of Landscape West Road. Architecture Civil Engineering If you have any further questions,please feel free to contact me, Sincerely, Glen Martin TO Design, LLC 9 9 soph%stieated site Des%gw Old Post Office Plaza 114 West Main Street Suite 201 New Britain,CT 06051 P;860-612-1700 F;860-612-1757 toclesignllc.corn Printed.on Recycled Paper MEMORANDUM To: Marcia Banach, Director of Planning Jeffrey Folger, Environmental Planner/Conservation Officer From: Jeffrey Doolittle, P.E.,Town Engineer q , Date: 051W09 !' RE: App 09-16P South Windsor Fire &Ambulance, 765 Sullivan Avenue Engineering has reviewed the revised site plan for the South Windsor Fire and Ambulance Facility at 765 Sullivan Avenue and we have the following comments. Many of these comments were left over from my previous review. 1. Move PCB5 a few feet to the south so it is along the straight part of the curb by the parking spaces. 2. Provide a detail for the stormwater leak-offs from the driveway and parking lot to the water quality swale and detention basin. 3. Provide a detail for the detention basin berm. The detention basin berm needs to be constructed of impervious material and keyed into impervious soil to prevent seepage through this berm 4. A 10 ft wide gravel access road is needed from the parking lot/driveway to the detention basin inlet, forebay and outlet structure for maintenance and inspection access. This is typically along the top of the detention basin berm. 5. Provide a detail for the weir at the detention basin outlet structure. This should serve as a rip rap overflow spillway 6. Specify the size rip rap used for each location shown. 7. What is the top elevation of the stone check dams in the water quality swale? The note on the plan is not clear. 8. Eliminate the temporary (stone) lined channel. This channel should be constructed first and stabilized with grass and the stone check dams. 9. The Erosion Control blanket is not required on all slopes but only where necessary to control erosion. 10.Regarding the West Road plan and profile: a. Label what is to happen to the existing 12" pipe under West Road and EC132. These can remain of the EC132 is reconstructed or converted to a manhole top. 1 Y b. PCB2 should be piped into the ECB2 with 12" pipe. This will replace the 77 feet of 12" RCP from PCB1 to ECB1. c. Label where the bit curb begins and ends. d. The sanitary sewer main, gas main and water main are all close together. I thought either the water or gas was going to be off the edge of the pavement. I suggest the water main be moved to either off the road on the west side or to the same side of the road (east) as the fire station. The gas main needs to be moved away from the sanitary sewer. e. Show sanitary sewer laterals from the sewer main to the 3 existing or future lots along West Road. One should go to the street line in the middle of the future lot on the comer part of the property at 765 Sullivan Avenue. One should be extended to the street line in the middle of the two existing lots on the west side of West Road across from 765. f. The low point at about Sta 6+50 may have to be moved south of the driveway for the fire station so the road water can drain off the road into a swale along the side of the road. Beyond this low point the road will have to blend in with the next section of West Road that is also planned to be reconstructed. g. Include information on the two horizontal curves proposed for West Road. h. Fix the North arrow on the West Road Plan and Profile as this does not appear to be correct. 11.Revised the details for pavement per the Town of South Windsor standard details. This includes 6 inches of gravel sub base and 6 inches of processed aggregate base. The pavement in the driveway should only have to be 4 inches thick. Welded wire fabric is not required in typical concrete sidewalks. I question the need for 5 inches of pavement on 8 inches of processed stone over 10 inches of compacted gravel. This is a thicker cross section than most Town roads. 12.Should there be expansion or saw cut joints in the concrete building stoop? 13.Use Town of South Windsor standard details for the detention basin outlet. 14.Only 4 inches of topsoil is needed on the detention basin berms and side slopes. 15.This plan must be submitted to the WPCA for review and approval. Please let me know if there are any questions. 2 r, DEsiGNLLc MEMO To: Marcia Banach,Director of Planning Jeffrey Folger,Environmental Planner/Conservation Officer From: Ryan Scrittorale, E.I.T. Date: 05.12.09 Re: App. 09-16P South Windsor Fire&Ambulance, 765 Sullivan Avenue This letter addresses the resdutions to comments that were addressed toMarcia Banach, Director of Planning in a Memorandum dated May 6,2009 by Jeffrey Doolittle,P.E.,Town Engineer. The format of this letter will match the format ofhat correspondence and all responses are presented beneath the original comments in bold font If you have any further questions,please fei free to contact me. 1. Label where the sidewalk and curb ramp down to be flush with the pavement for the handicap spaces. A 'ylush curb"note was added to the handicap spaces on sheet L-3. 2. Clearly label where the concrete curb begins and ends. Is all other curb Bit? Additional notes were added to clarify where the concrete curb begins and ends on sheet L-2. All other curbing on site is bituminous with the exception of the integral concrete curb. 3. Show the concrete wheel stop locations on the plan. Concrete wheel stops have been shown on sheets L-2& L-3. 4. Run the building sanitary sewer lateral (from the middle of the building) straight out to the last sanitary manhole in the road. The sanitary main can be shortened to meet this lateral. This is a shorter run and will make it easier to access this lateral for maintenance. The clean-out for this lateral can be either inside the building or outside. The Sanitary lateral has been modified per the Town Engineers recommendation and the cleanout is now located inside the building. 5. Move PCB5 25-30 feet to the north so it is by the back of these parking spaces. Raise the front corner of these parking spaces (where this CB is currently shown) so it is higher and water drains back to this CB. This will make it easier to keep this basin clear of snow in the winter and any water that bypasses this basin will run out into the road. PCB 5 has been relocated north and the parking lot has been Saie D si ovud regarded accordingly to drain water towards the catch basin. site DPsigw 6. Eliminate PCB3 and the 12"RCP leading from this CB to PC132 as these are Old Post Office Plaza not necessary. 114 West Main Street PCB3 and the 12"RCP connection PCB3 and PCB2 have been Suite 201 New Britain,CT removed. 06051 7. Include a yard drain where the 8" drain pipes along the south side of the F:860-612-1750 building T into the drain pipe that crosses the parking lot to PCB 1 to a 10"0 F:860-612-1757 g p�p P g todesignllc,conn Printed on Recycled Paper • 12"pipe for ease of maintenance. A yard drain has been added in the location proposed by the Town DESIGN LLc Engineer. 8. Change the 8"pipe crossing the parking lot to PCB 1 to a 10" or 12"pipe for ease of maintenance. The 8"pipe crossing the parking lot to PCBI is now a 12"RCP. 9. It looks like the ground elevation on the south side of the building needs to be raised a little to provide necessary pitch away from the building. The grades on the south side of the building have been raised. 10. Provide a detail for the stormwater lead-offs from the driveway and parking lot to the water quality Swale and detention basin. { Item still needs to be addressed. 11. Provide a detail for the detention basin berm. The detention basin berm needs to be constructed of impervious material and keyed into impervious soil to prevent seepage through this berm. Item still needs to be addressed. 12. A 10 ft. wide gravel access road is needed from the parking lot/driveway to the detention basin inlet, forebay and outlet structure for maintenance and inspection access. This is typically along the top of the detention basin berm. Item still needs to be addressed. 13. Raise the top of the detention basin berm to elevation 87.9 so there is a minimum 1 foot of freeboard for the 100 year storm. The top of the detention basin has been raised to elevation 87.9 to provide 1 ft of freeboard for the 100 year storm. 14. Provide a detail for the weir at the detention basin outlet structure. Is this a rip rap overflow spillway? Item still needs to be addressed. 15. Specify the size rip rap used for each location shown. Item still needs to be addressed. 16. What is the elevation of the stone check dams in the water quality Swale? Item still needs to be addressed. 17. The temporary (stone)lined channel is not necessary. The channel and slopes should be stabilized with grass. Erosion Control blanket is only required where necessary to control erosion,not on all slopes. Item still needs to be addressed. 18. Adjust the West Road plan and profile as follows: a. Slope the road down at 1%from Sullivan Avenue to a low point(El 89.0) at about Sta. 1+00. b. From this low point run up at 1%to elevation 91.5 at Sta. 3+50. c. Then slope down at slightly less than 1%to a low point at about Sta. 6+50 with an elevation of about 89.0. d. Then slope up at about 1%to blend in with the rest of the road or to aphistCaated' match a new profile of West Road by the property line. site Des6gw e. No vertical curves are required where the change in grade is less than 3%. Old Post office Plea f. Include a set of catch basins at the low point at Sta. 1+00 and pipe 114 West Main Street p p p Suite 201 these together and to the existing catch basins along Sullivan Avenue. New Britain,Cr g. The low point at Sta. 6+50 could have not curb with surface runoff to 06051 P:860-612-1700 drainage swales alongside the road to the existing cross culvert. F:860-612-1757 h. Eliminate PSMH 1 and move PSMH 3 back to about Sta. 4+80 to at todesignllc.com Printed on Recycled Paper the building lateral. Two sanitary manholes are sufficient. i. The slope of the sanitary sewer main may be reduced to the minimum DESIGN LLC 0.5% slope. The West Road Plan and profile have been adjusted per the Town Engineers recommendations. 19. Revise the details for pavement per the Town of South Windsor standard details. This includes 6 inches of gravel sub base and 6 inches of processed aggregate base. The pavement in the driveway should only have to be 4 inches thick. Welded wire fabric is not required in typical concrete sidewalks. Pavement Design reflects the recommendations stated in the Geotechnical Report A¢ 20. Should there be expansion or saw cut joints in the concrete building stoop? Item still needs to be addressed. " 4= 21. Use Town of South Windsor standard details for the detention basin outlet. Item still needs to be addressed. 22. Only 4 inches of topsoil is needed on the detention basin berm and side slopes. Item still needs to be addressed. 23. Include a long term operations and maintenance plan for the stormwater system. Item still needs to be addressed. Sincerely, yan Scrittorale, E.I.T. soph%st%cated site Dts%gw Old Posh 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignllc,com Printed on Recycled Paper DESIGN u.0 April 28, 2009 Kenneth J. Pudeler 201 West Road South Windsor, CT 06074 Dear Property Owner: RE: Location-Proposed Fire and Ambulance Facility, 765 Sullivan Ave. and West Road ------------------------------------- £.> Owner—Town of South Windsor In accordance with the procedures of the Town of South Windsor Planning & Zoning Department we are required to notify you that an application has been filed on this property abutting yours and is subject to a hearing by the Planning & Zoning Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this will be heard, please contact Marcia Banach, Director of Planning, 860.644.2511 ext.250. Sincerely, Glen Martin To Design, LLC (Agent for Town of South Windsor,Applicant) sophist%cated site pes%gw Old Post Office Plaza 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignllacom Printed on Recycled Paper MEMORANDUM To: Marcia Banach, Director of Planning Jeffrey Folger, Environmental Planner/Conservation Officer From: Jeffrey Doolittle, P.E.,Town Engineer Date: 05/06/09 r RE: App 09-16P South Windsor Fire &Ambulance, 765 Sullivan Avenue Engineering has reviewed the proposed site plan for the South Windsor Fire and Ambulance Facility at 765 Sullivan Avenue and we have the following comments: 1. Label where the sidewalk and curb ramp down to be flush with the pavement for the handicap spaces. 2. Clearly label where the concrete curb begins and ends. Is all other curb Bit? 3. Show the concrete wheel stop locations on the plan. 4. Run the building sanitary sewer lateral (from the middle of the building)straight out to the last sanitary manhole in the road. The sanitary main can be shortened to meet this lateral. This is a shorter run and will make it easier to access this lateral for maintenance. The clean-out for this lateral can be either inside the building or outside. 5. Move PCB5 25-30 feet to the north so it is by the back of these parking spaces. Raise the front corner of these parking spaces (where this CB is currently shown) so it is higher and water drains back to this CB. This will make it easier to keep this basin clear of snow in the winter and any water that bypasses this basin will run out into the road. 6. Eliminate PC133 and the 12" RCP leading from this CB to PCB2 as these are not necessary. 7. Include a yard drain where the 8"drain pipes along the south side of the building T into the drain pipe that crosses the parking lot to PC131. This will allow access to these pipes for cleaning and maintenance. 8. Change the 8" pipe crossing the parking lot to PCB to a 10" or 12" pipe for ease of maintenance. 9. It looks like the ground elevation on the south side of the building needs to be raised a little to provide necessary pitch away from the building. 10. Provide a detail for the stormwater leak-offs from the driveway and parking lot to the water quality swale and detention basin. 1 11. Provide a detail for the detention basin berm. The detention basin berm needs to be constructed of impervious material and keyed into impervious soil to prevent seepage through this berm 12.A 10 ft wide gravel access road is needed from the parking lot/driveway to the detention basin inlet, forebay and outlet structure for maintenance and inspection access. This is typically along the top of the detention basin berm. 13. Raise the top of the detention basin berm to elevation 87.9 so there is a minimum 1 foot of freeboard for the 100 year storm. 14. . Provide a detail for the weir at the detention basin outlet structure. Is this a rip rap overflow spillway? 15.Specify the size rip rap used for each location shown. 16.What is the elevation of the stone check dams in the water quality swale? 17.The temporary (stone) lined channel is not necessary,. The channel and slopes should be stabilized with grass. Erosion Control blanket is only required where necessary to control erosion, not on all slopes. 18.Adjust the West Road plan and profile as follows: a. Slope the road down at 1%from Sullivan Avenue to a low point(El 89.0) at about Sta. 1+00. b. From this low point run up at 1%to elevation 91.5 at Sta 3+50. c. Then slope down at slightly less than 1%to a low point at about Sta 6+50 with an elevation of about 89.0 d. Then slope up at about 1%to blend in with the rest of the road or to match a new profile of West Road by the property line. e. No vertical curves are required where the change in grade is less than 3%. f. Include a set of catch basins at the low point at Sta 1+00 and pipe these together and to the existing catch basins along Sullivan Avenue. g. The low point at Sta 6+50 could have not curb with surface runoff to drainage swales along side the road to the existing cross culvert. h. Eliminate PSMH 1 and move PSMH 3 back to about Sta 4+80 to meet the building lateral. Two sanitary manholes are sufficient. i. The slope of the sanitary sewer main may be reduced to the minimum 0.5% slope. 19. Revised the details for pavement per the Town of South Windsor standard details. This includes 6 inches of gravel sub base and 6 inches of processed aggregate base. The pavement in the driveway should only have to be 4 inches thick. Welded wire fabric is not required in typical concrete sidewalks. 2 20.Should there be expansion or saw cut joints in the concrete building stoop? 21. Use Town of South Windsor standard details for the detention basin outlet. 22.Only 4 inches of topsoil is needed on the detention basin berms and side slopes. 23. Include a long term operations and maintenance plan for the stormwater system. 3 i 0'4/-3 2009 THU 12:05 FAX 12001 *** FAX TX REPORT *** ********************* TRANSMISSION OK JOB NO. 1904 DESTINATION ADDRESS 918606121757 PSWD/SUBADDRESS DESTINATION ID ST. TIME 04/30 12:04 USAGE T 00' 43 PGS. 2 RESULT OK Planning Department 1540 Sullivan AvenueTown of South South Windsor, CT 06074Windsor (860) 644-2511, Ext. 253 (860)644-7280 (Fax) max To. Glen Martin,To Design LLC From: Joyce,Planning Department Fax 860-612-1767 Pages: 2 Phone: Date: April 30,2009 Re: IAppt.09-16W TOSW Fire&Ambulance Complex CC. UrgentO FOR RenieW❑ ❑Please Comment ❑Please Reply ❑Please Recycle Attached Is the official letter to post a sign for Appl.0946P i 3 t i SOW N SFq T O-Pso� ?d O s " J m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f�OSoe•co TELEPHONE (860) 644 2511 FAXED April 30, 2009 Mr. Glen Martin To Design LLC 114 West. Main Street New Britain, CT 06051 Re: Appl # 09-16P TOSW Fire &Ambulance Complex Please be advised that the Meeting of-the Planning and Zoning Commission in the above referenced matter has been scheduled for Tuesday, May 12, 2009 at 7:30 pm in the Council Chambers of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the hearing to represent the application. One sign advertising the hearing must be posted on the property for ten (10) consecutive days prior to the hearing and must be clearly visible from a town street. Please post a sign at 765 Sullivan Avenue by Friday April 30, 2009. Signs can be obtained in the Planning Department. Very truly yours, PIce S. Vallez A jsv istrative Secretary TO DESIGN u_C Proposed South Windsor Fire and Ambulance Facility 765 Sullivan Avenue Traffic Statement The proposed facility is expected to house less than 30 personnel on a regular basis. The building will also have training rooms designed to accommodate 60 people and a 25 seat conference room. The training and conference rooms are intended to be used periodically. Therefore, the facility will not be a high traffic generator and will not have a negative impact on roadway capacity. Site lines at the West Road/Sullivan Avenue intersection and proposed driveways are adequate for roadway speeds. Radii improvements at the West Road/Sullivan Avenue intersection and reconstruction of West Road to a full 28-ft pavement width will ensure that the roadways can accommodate the turning movements of the larger equipment house in the facility. Mark G. Smith, P.E. sophisticated site pes6gw Old Post Office Plaza 114 West Main Street suite 201 New Britain,CT 06051 P;860-612-1700 F; 860-612-1757 todesignllc.com Printed on Recycled Paper D GN :c TRANS MITTAL To: Marcia A. Banach Date: 4-27-09 Director of Planning Town of South Windsor 1540 Sullivan Avenue RECEIVED _. South Windsor, CT 06074 m APR 2 7 2009 From: Glen Martin SOUTH WINDSOR PLANNING DEPT, TO Design,LLC 4" Subject: Proposed Fire and Ambulance Facility 765 Sullivan Avenue R� S . # of Copies Drawing Drawing Description No. Rev. Date 3 P&Z Submission Plans 3 • Drainage Design f� P&Z Application and x 1 • pp 3 • Check list Remarks Please find the above referenced items enclosed for your review. If you have any questions please contact me at(860) 612-1700 xt. 24. Signed: ✓/ �"`�ih !,#�.Lr. Enclosures 1 Inca Job#: 5033 114��,14w1 Ikoe 201 Now Mckm CT 1: F. 12-1`757 todestwic,com VOL. 2 0 0 PAGE 291 I, Patrick Kennedy, Chairman of the South Windsor Planning & Zoning Commission, hereby certify that on May 26, 2009 the Planning and Zoning Commission granted to the Town of South Windsor a special exception to Article 4.4.1.1.A of the Zoning Regulations for the construction of a L ire and. Ambulance Complex located at 765 Sullivan Ave. GC zone Assessor's Map and Parcel Number: Map# 992 Parcel# 87300765 More particularly bounded and described as follows: IIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIII IIff Doc ID. 001954230IIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIII F11e#Book 23338Poge 291 - 29202 ype' LAN SEE ATTACHED DEED OWNER OF RECORD: Town of South Windsor Dated at South Windsor, Connecticut this 11 day of June, 2009. In accordance with CGS Section 8-3d Po Patrick Kennedy, Chairm Planning& Zoning Commission Received for record this day of / , 20_, at P South Windsor,>—�onmcticut ;.P' TEST: 1 , 11-14 1 ; MAX 8 VOL. 2 0 5 0 PAGE 292 54Z Legal Description All that certain piece and parcel of land,with buildings and iMprovelnents thereon located in the Town of South Windsor,County orl;urdord,and State of Connecticut and more fully described in a certain Warranty Deed from Edward Meyers(also known as Edward Myers)and Henry Meyers,(also known as Het"y Myers)to Seller which cleat'was recorded in Vol.44t}at Page�52 of the South Windsor Land Records on July 8, 1986 as further described as follows: Mtn= that oertatn piece or parcel at land with all 110praws"mate thereon located in the Town of Soutk Windsor. County of Hartford end state of Connecticut, on the southerly *LJA at Sullivan Avmnua so-called being nor* particularly bounded and described as follower to vita CommoncL"g nt a point narked by an iron pipe not to the intermoction of the ,Huth bou,Mlr,ry of pnitt 9111l ivoh Avenue 01141 chs rA.rt boundary of West Mood, mn-rnllvd; ihuore r,(+vtnµ R hH-32'20 8 411MA the Houth haundary of said Su113vna Avenue a distnnca Of 371.99 feat to s polht warkud by a Connecticut Hlgbway Dopurtn.nt pwroetonai thsncm contlnul.il 9 68'32138" g alone the South boundary of •old Sullivan Avonus A distance of 564.90 feet to a point warksd by a Connecticut Highway Department smrsecane{ thane• eontLtuing S 68'07'23" E Along the Southerly boundary of said Sullivan Avenue a diacncce of 499.11 foot to n point marked by a Connecticut itiAh✓ay Department marestonmi then•• conKin,InA 8 68*0V 23" F along Cho southerly boundary of maid Sullivan Aveaue n dlptnuro of 40,08 foot M 'in lrtin pipe sat '11% the Nartbvrpt enrnor of prom biva awuud o.w ur rurmurly by Hlehovi nett, and whtcit lrun pipe is 459,92 - tout Witatarly of a Connecticut 111Altway Daparemont wareston• met In the South boundary of said Sullivan Avenue as aeeasurod along the said $ouch boundary of sulllvan Avenue: chance moving 910'18'09"Walong the wtat*rly boundary of said praal_moa owned new or formerly by Michael %oil a dletanao of 754.89 feet to • paint narked by an iron pips sat in the Northerly boundary of promia*s owned now or formerly by one Anninal thenca moving H 68'16'40" W along the Northerly boundary of maid prawiaa■ of •aid Annino a distance of 444.17 feat to a polntf chance continuing K 67109'34" W Along the, wortheriy boundary of meld pcewtamm of said Analno A dimtente of 936.81 feet to a point; thsnc* Continuing N 63*04127" W along the Northerly boundary of maid promises Of, said Anni.na a dintonca of 97.8$ test to ■ point; thence continuing R 50'38'53" W along the Northerly boundary of said premises at maid .Annino a dtatmnce of 95.69 feet to A paint; thence continuing ft 6o'231li" w along the Northerly boundary of said prowimam of said Annino a distance of 21.53 rtat to a point marked by an iron pipe rat in the Eaot boundary of Wept Road eo-eallndi chance moving N 10'51'23" C along the Fast boundary of cold Vast Road o distance of 512.05 fast to a point narked 'hy an iron pipet thence continuing N 9"A"B" E along the East boundary of said Hest Road a distance of 142.73 font to A point marked by an iron pipe: thence continuing H l5'06'19" E.along the Fast boundary or avid Vest Road a distance of So'be fast to the paint and place of beginning. Cnid praaiesp are daecribed on a certain wap entitlod "Property of John J. Wu.edcvrk, Jr, Sullivan Ave 6 Wept Rand. Routh Vlndmur Lurek e I:nµluartnxff {{''more I.e. Scala I" - 40' bntud 5-21-86" willclt on), or plan is to be pincad or./t ,ia Lund Records of the Town of South Wtndaor. RECEIVED FOR RECORD-cat ��') 13411.00046.1144.1 AT 10 ', c,')-0 a m RECOMED IN SOUT INDS l CT gy A 5 S TOWN CLERK 13411.001/481 144.1 TO DESIGN u-C DRAINAGE DESIGN South Windsor Fire and Ambulance Facility West Road South Windsor, CT April 14, 2009 Rev. April 27, 2009 CON , .,, o. iy11 °j°//!/ln llellel�o�� Prepared by: sapHisticated TO Design,LLC site Des%gw 114 W.Main St. Old Post Office Plaza New Britain CT 06051 114 West Main Street (860)612-1700 Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesign1b.com Printed on Recycled Paper TO DESIGN LLC Stormwater Management Summary South Windsor Fire and Ambulance Facility South Windsor, CT April 14,2009 The site is located on the corner of Sullivan Avenue(Route 194)and West Road. The 24.87-acre parcel slated for development is currently undeveloped with wetlands located to the south and east of the property. The Podunk River runs through the easterly portion of the site. The development involves the construction of a Fire and Ambulance Facility with associated parking and drives and will develop 4.14-acres of the 24.87-acre site. �4ExistingDrainaee The portion of the site to be developed is an open field relatively flat,and slopes to the east and to the p $T south towards the wetlands located in the middle of the overall site. After reaching the wetlands,the runoff flows east of the proposed development to the Podunk River. Proposed Drainage The proposed development will occupy the bulk of the western portion of the site and will add 1.74 acres of impervious surface. The design will maintain existing drainage patterns and prevent increases in peak runoff rates to the Podunk River.The proposed design will sheet flow the parking lot runoff to the greatest extent possible and utilize a water quality Swale to convey runoff towards the proposed detention basin.The detention basin will have a forebay to control peak rates and provide stormwater treatment. The proposed stormwater management system has been designed to comply with the 2004, Connecticut DEP, Connecticut Stormwater Quality Manual. Due to the proximity of wetlands,the following best management practices have been incorporated into the design. • • Runoff from all onsite paving will be directed to the detention basin for treatment. The forebay has been sized to hold 10%of the WQV. The basin has been designed with a six inch "wet"bottom below the lowest drain point. All catch basins will have four foot sumps to promote capture of heavy suspended solids. • All outfalls for the stormwater management system will have outlet protection. The storm sewer system proposed for this site has been developmed in accordance with the CT DOT Drainage Manual. The pre and post-development runoff comparisons were made using TR-55 Hydrographs. The site has been assigned a soil type of`B". The onsite storm sewer system is designed for a 25-year storm event. The detention basin has been designed to route up to a 100-year storm event. Attachments 1. Pre and Post Development Drainage Area and Peak Rate Summaries 2. Drainage Area Maps 3. Storm Sewer Calculations 4. Pre and Post Development TR-55 Hydrographs 5. WQV Calculation and TST Sizing 6. Rip Rap Sizing Calculation Sate Deli%9 vu 7. Natural Resources Conservation Service—Web Soil Survey Old Posh 114 West Main Street Suite 201 Mark G. Smith,P.E. 1 ae�Britain,CT P:860-612-1700 F:860-612-1757 (311 todesignllc,com Printed on Recycled Paper ;Pre and Post Development Drainage Area Summaries ; • Date 4/14/2009 'South Windsor Fire and Ambulance Facility ,Soufh_.Wmd so-r,CT .... .. . _._ . Cn im p .. . . _. . .. ........._ . _.... _ ........ !Cn pery grass.,_ ,Soli Type B - .... .._ . ..... esign Storm ..: -D : - . . ;....._..........._....._.........__.-....._....._.__...._...._-_......_............._.__._. - _...a _ Pre-Development Total = Im Pery Cn Tc' .. .. _..__ Outfatl acres; acres i acres Mi t Overland 1 to Podunk River 2.561 0 2 58 61 0 16 2 w_. ., _._..., _._ _... Overland 2 to Podunk River 1 56 6 1 56 61.0 8 6,.. _.. ....... : I i P1 ostDevelopment µ _ __ ............ .............. ...............- .............. Outfall 3 (Park ni g otLotL Overland and Swale _ X H 1.001 0.44 0 56'm 77.3: Building and Courtyard 0.44 0.44 0 98.0 5.0 Piped to Detention 0.94 0.71 0.23 88.9 5.0 ............._......._.._.._+ ................__.....__.; Overland to Detention 0.90 0.12 0.78 65.9 5.0 Total To Detention 3.28 1.71 1.57 ............ Overland 1 to Podunk River 0.86= 0: 0.86 61.0. 8.61 ......._.�....._m Pre and Post Development Rational Peak Rate Summary f.. R , , --- ._------ ............__...................._........_.__.............._................_...........-..._ 2 yr storm 1 Oyr storm 25 yrstorm 100 yr storm lOutfall Q re Q re a Q re Q re_.._..,.w._, _. ._T _ _ __1ToPodunk River v 1.04 4.065.86 8.94 .... ._.,.. .... _ _........ =Note Flowrates are from Hydrographs-Section 3 of Drainage Report_.. ._.... ... _..... �_. _.. _... m w.. ;Detention _ . . _ ... _.. .. _._...... .._- 'Storm Event Max Water Elevation ;_. _ ...,._...._..._ _._ 2 year 86.01 4 10 ear __ . 25 year _ 86.19 ......y. _ 86.44 100- ear . _. l 3 _........_...._................__._........._._. i � • • Hydraflow Storm Sewers Extension for AutoCADO Civil 3D0 2008 Plan 5 ® 9 Outfall 8 7 4 6 3 2 1 Outfall Project File: drainage.stm Number of lines:9 Date: 04-27-2009 Hydraflow Storm Sewers Extension v6.052 o S rm Sewer Inventory Report • • Page 1 Line Alignment Flow Data Physical Data No. Line ID Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line. Line N J-loss inlet/ line length angle type Q area coeff time El Dn slope El Up size shape value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (°/,) (ft) (in) (n) (K) (ft) 1 End 97.100 -148.68 Comb 0.00 0.16 0.83 5.0 84.50 0.51 85.00 15 Cir 0.013 1.32 89.30 PCB1 To Det. 2 1 88.500 -31.583 Comb 0.00 0.07 0.90 5.0 85.00 0.50 85.44 12 Cir 0.013 1.43 89.30 PCB2 To PC131 3 2 58.100 8.680 Comb 0.00 0.02 0.90 5.0 85.86 0.67 86.25 12 Cir 0.013 1.00 89.50 PC133 To PCB2 4 2 128.20C 70.936 DrGrt 0.00 0.22 0.44 5.0 85.44 0.50 86.08 12 Cir 0.013 0.57 89.50 PYD4 To PCB2 5 4 26.900 19.071 Comb 0.00 0.30 0.82 5.0 86.08 0.63 86.25 12 Cir 0.013 1.00 89.50 PCB5 To PYD4 6 1 67.600 58.923 MH 0.00 0.00 0.00 0.0 85.16 1.98 86.50 8 Cir 0.013 1.00 90.80 MH To PCB1 7 6 152.70 89.763 None 0.00 0.13 0.90 5.0 86.50 1.05 88.10 8 Cir 0.013 1.00 91.30 Roof 1 To MH 8 6 96.200 -90.237 None 0.00 0.05 0.90 5.0 86.50 1.66 88.10 8 Cir 0.013 1.00 91.30 Roof2 To MH 9 End 88.700 180.00C MH 0.00 0.44 0.90 5.0 86.50 1.04 87.42 12 Cir 0.013 1.00 91.10 PMH7 To Swale Project File: drainage.stm Number of lines:9 Date: 04-27-2009 Hydreflow Storm Sewers Extension v6.052 • � Page 1 Storm Sewer Tabulation g Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 97.100 0.16 0.95 0.83 0.13 0.72 5.0 9.4 5.6 4.04 4.63 4.36 15 0.51 84.50 85.00 85.33 85.95 0.00 89.30 PC131 To Det. 2 1 88.500 0.07 0.61 0.90 0.06 0.42 5.0 8.9 5.7 2.44 2.51 3.10 12 0.50 85.00 85.44 86.28 86.70 89.30 89.30 PC132 To PCB1 3 2 58.100 0.02 0.02 0.90 0.02 0.02 5.0 5.0 6.9 0.12 2.92 0.19 12 0.67 85.86 86.25 86.91 86.91 89.30 89.50 PCB3 To PCB2 4. 2 128.20C 0.22 0.52 0.44 0.10 0.34 5.0 5.2 6.8 2.34 2.52 2.99 12 0.50 85.44 86.08 86.91 87.47 89.30 89.50 PYD4 To PCB2 5 4 26.900 0.30 0.30 0.82 0.25 0.25 5.0 5.0 6.9 1.70 2.83 2.17 12 0.63 86.08 86.25 87.55 87.61 89.50 89.50 PCB5 To PYD4 6 1 67.600 0.00 0.18 0.00 0.00 0.16 0.0 5.9 6.6 1.07 1.70 3.49 8 1.98 85.16 86.50 86.28 86.99 89.30 90.80 MH To PCB1 7 6 52.70 0.13 0.13 0.90 0.12 0.12 5.0 5.0 6.9 0.81 1.24 3.21 8 1.05 86.50 88.10 86.99 88.52 90.80 91.30 Roof 1 To MH 8 6 96.200 0.05 0.05 0.90 0.05 0.05 5.0 5.0 6.9 0.31 1.56 1.79 8 1.66 86.50 88.10 86.99 88.36 90.80 91.30 Roof2 To MH 9 End 88.700 0.44 0.44 0.90 0.40 0.40 5.0 5.0 6.9 2.74 3.63 4.62 12 1.04 86.50 87.42 87.21 88.12 0.00 91.10 PMH7 To Swale Project File: drainage.stm Number of lines:9 Run Date: 04-27-2009 NOTES: Intensity=53.16/(Inlet time+9.30)A 0.77; Return period= 25 Yrs. ; c=cir e=ellip b=box Hydraflow Storm Sewers Extension v6.052 Hydraflow Table of Contents drainage.gpw Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hydrograph Return Period Recap ................................................................... 1 25 - Year SummaryReport .............................................................................................................. 2 HydrographReports ........................................................................................................ 3 Hydrograph No. 2, SCS Runoff, Pre Dev. Overland 1 ................................................... 3 TR-55 Tc Worksheet ................................................................................................. 4 Hydrograph No. 3, SCS Runoff, Pre Dev. Overland 2 ................................................... 5 TR-55 Tc Worksheet ................................................................................................. 6 Hydrograph No. 5, Combine, Pre Development To Podunk River ................................. 7 Hydrograph No. 7, SCS Runoff, Post Dev. Piped To Detention .................................... 8 Hydrograph No. 8, SCS Runoff, Post Dev. Parking lot overland and swale .................. 9 Hydrograph No. 9, SCS Runoff, Post Building and Courtyard ..................................... 10 Hydrograph No. 10, SCS Runoff, Post Dev. Overland 2 To Detention ........................ 11 Hydrograph No. 11, Combine, Post Dev. To Detention ............................................... 12 Hydrograph No. 12, Reservoir, Post Detention ............................................................ 13 PondReport - <New Pond> .................................................................................... 14 Hydrograph No. 14, SCS Runoff, Post Dev. Overland 1 ............................................. 15 TR-55 Tc Worksheet ............................................................................................... 16 Hydrograph No. 16, Combine, Post Development to Podunk River ............................ 17 I Hydrograph Return Period Re,-cad ydraflow y ro raphs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 2 SCS Runoff ----- ------ 0.697 ------- 1.668 2.622 3.746 4.644 5.659 Pre Dev.Overland 1 3 SCS Runoff ---- ----- 0.482 ------ 1.227 1.943 2.785 3.459 4.221 Pre Dev.Overland 2 5 Combine 2,3, ------- 1.039 ------- 2.558 4.055 5.856 7.300 8.936 Pre Development To Podunk River 7 SCS Runoff ------ ------- 2.026 ------- 2.830 3.464 4.138 4.641 5.185 Post Dev.Piped To Detention 8 SCS Runoff ----- ------- 1.248 ------ 2.008 2.641 3.336 3.866 4.444 Post Dev.Parking lot overland and 9 SCS Runoff ----- ------ 1.203 ------ 1.562 1.844 2.146 2.371 2.616 Post Building and Courtyard 10 SCS Runoff ----- ------- 0.502 ----- 1.028 1.498 2.038 2.462 2.936 Post Dev.Overland 2 To Detention 11 Combine 7,8,9, ------ 4.979 ------ 7.428 9.448 11.66 13.34 15.18 Post Dev.To Detention 10 12 Reservoir 11 ------- 0.235 ------- 1.263 2.575 2.897 3.157 3.415 Post Detention 14 SCS Runoff ------ ------- 0.266 ----- 0.676 1.071 1.536 1.907 2.327 Post Dev.Overland 1 16 Combine 12, 14, ----- 0.266 ----- 1.429 3.020 4.018 4.579 5.199 Post Development to Podunk River Proj. file: drainage.gpw Tuesday, Apr 14, 2009 ,,�, 2 Hydrograph Summary RedolrtHydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 2 SCS Runoff 3.746 3 735 17,772 ----- ---- ----- Pre Dev.Overland 1 3 SCS Runoff 2.785 3 726 9,769 ----- — ------ Pre Dev.Overland 2 5 Combine 5.856 3 729 27,541 2,3, -—- ----- Pre Development To Podunk River 7 SCS Runoff 4.138 3 726 14,375 ----- ------ ------ Post Dev.Piped To Detention 8 SCS Runoff 3.336 3 726 11,100 ------ ---- ------ Post Dev.Parking lot overland and 9 SCS Runoff 2.146 3 726 8,254 ----- ---- ----- Post Building and Courtyard 10 SCS Runoff 2.038 3 726 6,912 ----- ----- ------ Post Dev.Overland 2 To Detention 11 Combine 11.66 3 726 40,640 7,8,9, --- ------ Post Dev.To Detention 10 12 Reservoir 2.897 3 750 27,009 11 86.44 19,553 Post Detention 14 SCS Runoff 1.536 3 726 5,386 ------ ------ ----- Post Dev.Overland 1 16 Combine 4.018 3 729 32,395 12, 14, ------ ------ Post Development to Podunk River drainage.gpw Return Period: 25 Year Tuesday, Apr 14, 2009 Hydrograph Report 3 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 2 Pre Dev. Overland 1 Hydrograph type = SCS Runoff Peak discharge = 3.746 cfs Storm frequency = 25 yrs Time to peak = 735 min Time interval = 3 min Hyd. volume = 17,772 cuft Drainage area = 2.580 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.20 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(2.580 x 61)]/2.580 Pre Dev. Overland 1 Q (cfs) Hyd. No. 2 --25 Year Vol (%) 4.00 100 3.00 75 2.00 50 1.00 25 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 2 Time (min) - Hyd Volume TR55 Tc Worksheet 4 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Hyd. No. 2 Pre Dev. Overland 1 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 2.25 0.00 0.00 Travel Time (min) = 13.51 + 0.00 + 0.00 = 13.51 Shallow Concentrated Flow Flow length (ft) = 297.10 0.00 0.00 Watercourse slope (%) = 1.30 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.84 0.00 0.00 Travel Time (min) = 2.69 + 0.00 + 0.00 = 2.69 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 'Channel slope N = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 16.20 min Hydrograph Report 5 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 3 Pre Dev. Overland 2 Hydrograph type = SCS Runoff Peak discharge = 2.785 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 9,769 cuft Drainage area = 1.560 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.560 x 61)]/1.560 Pre Dev. Overland 2 Q (cfs) Vol (%) Hyd. No. 3--25 Year 3.00 100 2.00 67 1.00 33 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 3 Time (min) - Hyd Volume TR55 Tc Worksheet 6 Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2008 by Autodesk, Inc.v6.052 Hyd. No. 3 Pre Dev. Overland 2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 3.25 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 8.13 + 0.00 + 0.00 = 8.13 Shallow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope (%) = 4.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 3.42 0.00 0.00 Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 • Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 8.60 min Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 5 Pre Development To Podunk River Hydrograph type = Combine Peak discharge = 5.856 cfs Storm frequency = 25 yrs Time to peak = 729 min Time interval = 3 min Hyd. volume = 27,541 cuft Inflow hyds. = 2, 3 Contrib. drain. area= 4.140 ac Pre Development To Podunk River Q (cfs) Hyd. No. 5--25 Year Vol(%) 6.00 100 5.00 83 4.00 67 3.00 50 2.00 33 1.00 17 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 — Hyd No. 5 — Hyd No. 2 Hyd No. 3 Time(min) — Hyd Volume Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 7 Post Dev. Piped To Detention Hydrograph type = SCS Runoff Peak discharge = 4.138 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 14,375 cuft Drainage area = 0.940 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.710 x 98)+(0.230 x 61)]/0.940 Post Dev. Piped To Detention Q (cfs) Hyd. No. 7--25 Year Vol (%) 5.00 100 -100 4.00 80 3.00 60 2.00 40 1.00 20 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 7 Time(min) '� - Hyd Volume Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 8 10 Post Dev. Parking lot overland and swale Hydrograph type = SCS Runoff Peak discharge = 3.336 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 11,100 Cuft Drainage area = 1.000 ac Curve number = 77* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.440 x 98)+(0.560 x 61)]/1.000 Post Dev. Parking lot overland and swale Q (cfs) Hyd. No. 8--25 Year Vol 4.00 100 3.00 75 2.00 50 1.00 25 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 — Hyd No. 8 Time (min) — Hyd Volume Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 9 16 Post Building and Courtyard Hydrograph type = SCS Runoff Peak discharge = 2.146 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 8,254 cuft Drainage area = 0.440 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.440 x 98)]/0.440 Post Building and Courtyard Q (cfs) Hyd. No. 9--25 Year Vol (%) 3.00 100 2.00 67 1.00 33 0.00 0 0 180 360 540 720 900 1080 1260 1440 — Hyd No. 9 Time (min) — Hyd Volume Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 10 Post Dev. Overland 2 To Detention Hydrograph type = SCS Runoff Peak discharge = 2.038 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 6,912 cuft Drainage area = 0.900 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.120 x 98)+(0.780 x 61)]/0.900 Post Dev. Overland 2 To Detention Q (cfs) Hyd. No. 10--25 Year Vol (%) 3.00 100 2.00 67 1.00 33 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 Hyd No. 10 Time (min) - Hyd Volume Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 11 Post Dev. To Detention Hydrograph type = Combine Peak discharge = 11.66 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 40,640 cuft Inflow hyds. = 7, 8, 9, 10 Contrib. drain. area-- 3.280 ac Post Dev. To Detention Q (cfs) Hyd. No. 11 --25 Year Vol (%) 12.00 100 10.00 83 8.00 67 6.00 50 4.00 33 2.00 17 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 11 - Hyd No. 7 Time (min) Hyd No. 8 - Hyd No. 9 - Hyd Volume - Hyd No. 10 Hydrograph Report 13 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 12 Post Detention Hydrograph type = Reservoir Peak discharge = 2.897 cfs Storm frequency = 25 yrs Time to peak = 750 min Time interval = 3 min Hyd. volume = 27,009 cuft Inflow hyd. No. = 11 - Post Dev. To Detention Max. Elevation = 86.44 ft Reservoir name = <New Pond> Max. Storage = 19,553 cuft Storage Indication method used. Post Detention Q (cfs) Hyd. No. 12--25 Year Vol (%) 12.00 100 10.00 000� 83 8.00 67 6.00 50 4.00 33 2.00 17 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 12 - Hyd No. 11 ® Total storage used = 19,553 cuft Time (min) Hyd Volume Pond Report 14 Hydraflow Hydrographs Extension for AutoCADS Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Pond No. 1 - <New Pond> Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=84.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 84.50 6,897 0 0 0.50 85.00 8,351 3,806 3,806 1.50 86.00 11,377 9,824 13,630 2.50 87.00 15,664 13,462 27,092 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 10.00 0.00 0.00 0.00 Crest Len(ft) = 20.00 0.00 0.00 0.00 Span(in) = 10.00 0.00 0.00 0.00 Crest El.(ft) = 86.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 84.50 0.00 0.00 0.00 Weir Type = Riser Rect --- --- Length(ft) = 34.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No Slope(%) = 0.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 3.00 87.50 1.00 2.00 86.50 1.00 85.50 0.00 84.50 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 i - Total Q Discharge(cfs) Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc,v6.052 Tuesday,Apr 14,2009 Hyd. No. 14 Post Dev. Overland 1 Hydrograph type = SCS Runoff Peak discharge = 1.536 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 5,386 cuft Drainage area = 0.860 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.860 x 61)]/0.860 Post Dev. Overland 1 Q (cfs) Hyd. No. 14--25 Year Vol (%) 2.00 100 -0000 e00000- 1.00 50 0.00 0 0 180 360 540 720 900 1080 1260 1440 1620 - Hyd No. 14 Time(min) - Hyd Volume TR55 Tc Worksheet 16 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Hyd. No. 14 Post Dev. Overland 1 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 3.25 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 8.13 + 0.00 + 0.00 = 8.13 Shallow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope (%) = 4.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 3.42 0.00 0.00 Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 8.60 min JOB# DRAWN BY DATE TO CHECKED BY DATE SCALE DESIGN LLc '_ 1 , � 7 ! �1e;ZdD'1 Co,tJWe�? sl�f�rli� � ��4��TJAI_P�l. �t --- - - - - -- -- -- - 3,Z` _<A�ccEri� t N toy r h�Tror a _,_ Zia - SNP cvv�e�� — _-- __- { r UJQ�J f5A_acP.E_Ff - 04S+ 3,cr�5�s� tZ lZ- _1 - `fUIZ��� - - f� l 5 ?TtJy�D -- 1 — , n _ � 1 3 i — r i £ n5 t os1 t NO` �t Ef ft o � CZoL 9,E[L CN#}Flmv_, ��j?�M�'NTi°rflcal_ G��OL _ ;- 1 ` L i T I i 1 '_ _ --___ _r z�9 arc 2! Cr 1�63 i 1 — _W` C— TQy� 5�lRN1'�lF�E r 1 `_ J - - OA----6'C -- - i -- I -- -- - --- -- - - -- - - so hst%cated _ __ s ------- i - s j _ - - ----------- _. _ -:___ Old Post Office Plaza ; +- --- I j _ _ 114 West Main Street Suite 201 - - - - - - — - - New Britain,CT 06051 i P:860-612 1700 - - - -- - - - - F:860-612-1757 - - - - _- - ---- -- - todesignllc,com Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 31)8 2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 11 Post Dev. To Detention Hydrograph type = Combine Peak discharge = 15.18 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 3 min Hyd. volume = 53,055 cuft Inflow hyds. = 7, 8, 9, 10 Contrib. drain. area= 3.280 ac Post Dev. To Detention Q (cfs) Hyd. No. 11 -- 100 Year Vol (%} 18.00 100 15.00 oe 83 12.00 67 9.00 50 6.00 33 3.00 17 0.00 0 0 3 6 9 12 rt 15 18 21 24 27 Hyd No. 11 --® Hyd No. 7 —• Hyd No. 8 — Hyd No. 9 Time (hrs) • Hyd Volume Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 31)O 2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009 Hyd. No. 12 Post Detention Hydrograph type = Reservoir Peak discharge = 3.415 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 3 min Hyd. volume = 39,425 cuft Inflow hyd. No. = 11 - Post Dev. To Detention Max. Elevation = 86.90 ft Reservoir name = <New Pond> Max. Storage = 25,665 cuft Storage Indication method used. Post Detention Q (cfs) Vol (%) Hyd. No. 12 -- 100 Year 18.00 100 15.00 83 12.00 67 9.00 50 6.00 33 3.00 17 0.00 0 0 3 6 9 12 15 18 21 24 27 d No. 12 —� Time(hrs) Hyd Hyd No. 11 ICCI_I1111 Total storage used =25,665 cuft • Hyd Volume JOB# DRAWN BY DATE TO CHECKED BY DATE SCALE DESIGN I.I_C , — _ - - - --- - rp;_ � rt� uut �a� �` L . 116. A : i I - - • -- - --_ _ - - i i `- i g A� ,Z Cam ' — —— I ' 3 - - - - - LFT ! , ____ Z _ Y _,_ - _ - I �,`tc� T F _ + _ _ _- � 111 _ r •eL-4 , - - - - -_ ._ ___— _ 1 ,I t - _- _.__ _ __ -_ _-_ stiepes%gw' __ ' '__ ' -__ i - - - _ Old Post Office Plaza - - - — - • ---- Suite West Main Street _ _- Suite 201 - - _ _ __ __ New Britain,CT 06051 P:860 612 1700 - ____ __ -_ _ F:860-612-1757 __ <__ __ _ _ _ todesignllc,com E - Culverts 8.7-17 i x culvert ' A End A I � wt Sp L I 0.3 m (t ft)for reinf«oed I�— concrete culvert end x CULVERT END PLAN VIEW En wall x ) 11— A A`` T tl w� �----- — --- =I w2 -., L x rt—L a=� ENDWALL PLAN VIEW • Enrhvall Culvert End La Ftp �_._.._.._.._.._. .._._:r..__.. ._.t 0%-- d 0.3 m P it)for reinforced concrete culvert end Geote#ile(separation)staAd r«n ( field condi=warrant 'rip p and8O= 2'in)for staandard r a LEGEND sW _ �=JIMax side pipe dia�metter(circularsections)� )SECTION A—A Mw.,r,�pipe r�(„on�ular ns) CULVERT END AND ENDWALL Rp: Inside pipe diameter(circatarsections) La- Lan?"'of r$xap etxon rtteasrred from the erxT a culvert arW sedion«face of endwall — 300 mm 2 n. Modified Rpg d — 460 mm 8 In. Interm."V Flk P 900 mm 9 in. Standard Riprap x I W1 I w Type A Rprap Apron 1 3 p 3Sp+0.7 La Ilype tRrpW Ap—I P. I 35p 13S +0.4 La Figure 8-9 Type A and B Riprap Apron (to be used where there is no defined channel downstream of the outlet) • October 2000 ConnDOT Drainage Manual Culverts 8.7-9 OUTLET PROTECTION-OUTLET VELOCITY<14 feet/sec OUTLET PIPE DIAMETER OR SPAN(in) DISCHARGE 12 1 15 18 24 30 36 42 48 54 60 cfs 0-5 10 10 USE 5.5 12 11 6 SM 12 I2 MINIMUM 7 14 13 12 8 15 13 8.5 16 14 LENGTH 9 14 10 15 14 11 16 15 12 17 15 14 OUTLINED 13 18 16 15 14 17 15 14 16 18 16 15 14 18 18 16 15 20 19 17 16 22 20 18 16 24 19 17 16 26 20 18 17 16 28 21 19 17 16 30 21 19 18 17 32 22 20 18 17 35 21 19 18 40 23 21 19 45 25 23 21 48 26 24 22 50 24 22 55 26 23 60 27 25 63 28 26 65 26 75 29 80 30 Table 8-7.1-Length- La(feet) Type B or C Riprap Apron Notes: 1.Bold face outlined boxes indicate minimum La to be used for a given pipe diameter or span. 2.Rounding and interpolating are acceptable. October 2000 ConnDOT Drainage Manual Hydrologic Soil Group—State of Connecticut m 700600 700700 700800 700900 701000 701100 701200 701300 701400 701500 701600 701700 701800 701900 702000 702100 702200 41°51'9" o 0 41°51'7" 0 0 Ri N N m M O (D ®1 d P t 3 O ^ AtM ••' O i O O r M, O u v r r Fd r „y w „ p mMtd o„ A W` i' p t I%y 4 t "��"wta1�"r@ r �M, E 6 511 0 u. w''r " " 0 � N M O O M V O 41°50'33" 410 50'32" 700600 700700 700800 700900 701000 701100 701200 701300 701400 701500 701600 701700 701800 701900 702000 702100 702200 rn Map Scale:1:7,810 if printed on A size(8.5"x 11")sheet. in M tM N N Meters m 0 100 200 400 600 n Feet 0 400 800 1,600 2,400 USDIa Natural Resources Web Soil Survey 2.1 4/7/2009 Conservation Service National Cooperative Soil Survey Page 1 of 4 • Hydrologic Soap-State of Connecticut • MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale:1:7,810 if printed on A size(8.5"x 11")sheet. Area of Interest(AOI) The soil surveys that comprise your AOI were mapped at 1:12,000. Soils Please rely on the bar scale on each map sheet for accurate map 0 Soil Map Units measurements. Soil Ratings Source of Map: Natural Resources Conservation Service A Web Soil Survey URL: http://websoilsurvey.nres.usda.gov AID Coordinate System: UTM Zone 18N NAD83 B This product is generated from the USDA-NRCS certified data as of B/D the Version date(s)listed below. Soil Survey Area: State of Connecticut C Survey Area Data: Version 6;Mar 22,2007 C/D Date(s)aerial images were photographed: 8/14/2006 p The orthophoto or other base map on which the soil lines were Not rated or not available compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting Political Features of map unit boundaries may be evident. # Cities Water Features . Oceans Streams and Canals Transportation Rails rV Interstate Highways US Routes Major Roads Local Roads U Natural Resources Web Soil Survey 2.1 4/7/2009 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—State of Connecticut Hydrologic Soil Group Hydrologic Soil Group—Summary'by Map Unit--State of C onnecticut Map unit symbol Map unit name Rating Acres in AOI Percent of AOl 9 Scitico,Shaker,and Maybid soils D 14.0 5.2% 13 Walpole sandy loam D 66.7 24.7% 15 Scarboro muck D 9.3 3.4% 17 Timakwa and Natchaug soils D 1.2 0.4% 21A Ninigret and Tisbury soils,0 to 5 B 89.6 33.2% percent slopes 28A Elmridge fine sandy loam,0 to 3 C 5.1 1.9% percent slopes 28B Elmridge fine sandy loam,3 to 8 C 23.3 8.6% percent slopes 36A Windsor loamy sand,0 to 3 percent A 2.1 0.8% slopes 36B Windsor loamy sand,3 to 8 percent A 15.6 5.8% slopes 108 Saco silt loam D 11.9 4.4% 306 Udorthents-Urban land complex B 22.2 8.2% 307 Urban land 9.1 3.4% • Totals for Area of Interest 270.1 100.0% OSIDA Natural Resources Web Soil Survey 2.1 4/7/2009 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—State of Connecticut Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration,rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dualcla�, ses. Rating Options Aggregation Method Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule: Lower • Natural Resources Web Soil Survey 2.1 4/7/2009 Conservation Service National Cooperative Soil Survey Page 4 of 4 TO DESIGNLLC DRAINAGE DESIGN Proposed Fire and Ambulance Complex 625 Sullivan Avenue South Windsor, CT V„a December 14, 2006 S�M�st%cated site Des%gw Old Past Office Plaza 114 West Main Street Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesignllc,corn Printed on Recycled Paper TO Stormwater Management Summary DESIGN i_i_c 625 Sullivan Avenue South Windsor, CT December 14,2006 The site is located on the southwest side of Sullivan Avenue (Route 194). The 7.6- acre parcel slated for development is currently undeveloped, primarily wooded, with multiple wetlands. The development involves the construction of a Fire and Ambulance Facility with associated parking and drives. Existing Drainage The site is relatively flat. Site topography generally falls between Elev 86 and Elev 88. Several wetlands are identified onsite, the primary ones occupying the northwest and southwest corners of the site. A drainage ditch, also identified as wetlands runs from the southeast corner of the site, along the east property line to Sullivan Avenue. m The most elevated area (Elev 88) in the central portion of the site drains to the perimeter wetlands. The site is characterized by thick vegetation, depressions, and permeable soils that encourage onsite ponding and recharge. With the exception of larger storm events very little runoff generated on the property would be expected to • exit the site. Groundwater is expected to be encountered between 3 and grade. 6 feet below Proposed Drainage and Stormwater Management The proposed development will occupy the bulk of the northern portion of the site and will add 1.90 acres of impervious surface. The ditch along the east side of the property, the southern wetlands, and over half the northern wetlands will be preserved. Wetlands mitigation areas are proposed to offset any remove wetlands. The design intent is to maintain existing drainage patterns, including the high degree of infiltration, and to prevent an increase in peak runoff rates to the property lines. A detention basin with forebay will be used to control peak rates, provide water stormwater treatment, and allow stormwater infiltration. Where onsite drainage areas near wetlands have been reduced, roof runoff will be used to ensure recharge. The proposed stormwater management system has been designed to comply with the 2004, Connecticut DEP, Connecticut Stormwater Quality Manual. Due to the proximity of wetlands, the following concepts have been incorporated into the design. sop17%st�cated site pes%gw Old Post Office Plaza • With the exception of approximately 3500 SF, runoff from all onsite paving 114 West Main Street will be directed to the detention basin for treatment. The forebay has been Suite 201 New Britain,CT sized to hold 25% of the WQV. The basin has been designed with a six inch 06051 P;860-612-1700 F;860-612-1757 todesignllc.conn Printed on Recycled Paper To "wet" bottom below the lowest drain point. All catchbasins will have four DESIGN I_I_C foot sumps to promote capture of heavy suspended solids. The 3500 SF of paving that is not routed through the detention basin is routed through a hooded, deep sump catch basin. All catchbasins will have four foot sumps to promote capture of heavy suspended solids. • All outfalls for the stormwater management system will ,have outlet protection, either in the form of rip-rap aprons or vegetated plunge-pool level-spreaders. The storm sewer system proposed for this site has been developed in accordance with the CT DOT Drainage Manual. The pre and post-development runoff comparisons were made using TR-55 Hydrographs. The site has been assigned a soil type of"A". The onsite storm sewer system is designed for a 25-year storm event. The detention basin has been designed to route up to a 100-year storm event. Please find the following attachments: 1. Pre and Post Development Drainage Area Summaries 2. Drainage Area Maps =£ 3. Storm Sewer Calculations 4. Pre and Post Development TR-55 Calculations 5. WQV Calculation and TST Sizing Calculation 6. Erosion Mat Specifications (level spreader) and Calculations 7. Rip Rap Sizing Calculation 8. Exfiltration Rate Calculation 9. Soils Map 10. Geotechnical Study for Proposed Fire and Ambulance Building, 4/5/06, Dr. Clarence Welti, P.E.,P.C. ``,*tten®oraarugej ` .o Is Mark G. Smith, P.E. •�/�8e co �. - A 11,0 P0.I Sal I ctv sop'hest%cated ENS site Des%gw Old Post OfFice Plaza 114 West Main Slreet Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesign1b,corn Printed on Recycled Paper Pre and Post-Development Drainage Area Summaries Date 12/14/2006 625 Sullivan Avenue South Windsor, CT Design Storm 25 yr C imp 0.9 C pery 0.2 Existing Conditions Total Impervious Pervious Tc Intensity Outfall acres acres acres Cavq Min in/hr Pre Development South Wetlands 2.66 0 2.66 0.2 104.00 1.50 Pre Development North Wetlands 3.67 0 3.67 0.2 112.40 1.50 Pre Development to Eastern Ditch 1.26 0 1.26 0.2 89.30 1.70 Proposed Conditions Outfall PCB#1 0.22 0.22 0.00 0.90 5.00 6.70 PCB#2 0.04 0.04 0.00 0.90 5.00 6.70 • PCB#3 0.29 0.29 0.00 0.90 5.00 6.70 PCB#4 0.23 0.23 0.00 0.90 5.00 6.70 PCB#5 0.24 0.24 0.00 0.90 5.00 6.70 PCB#6 0.18 0.18 0.00 0.90 5.00 6.70 DETENTION 0.32 0.00 0.32 0.20 5.00 6.70 PYD#3 0.47 0.00 0.47 0.20 32.30 3.20 PYD#2 0.10 0.10 0.00 0.90 5.00 6.70 :Total To Detention ' F 2 Q9 iI0 "`�F ` m PYD#1 0.23 0.00 0.23 0.20 5.00 6.70 ROOF 1 0.36 0.36 0.00 0.90 5.00 6.70 PCB#7 0.08 0.08 0.00 0.90 5.00 6.70 ROOF 2 0.16 0.16 0.00 0.90 5.00 6.70 NORTH WETLANDS 1.67 0.00 1.67 0.20 92.70 1.70 SOUTH WETLANDS 2.36 0.00 2.36 0.20 93.60 1.64 EASTERN DITCH 0.64 0.00 0.64 0.20 72.70 1.90 F GRAND TOTAL 7:59 , a � 90 r5 69Y"ra N1. h • • •. .• .• oES10Nw . .• 70 3/4•r�b>Mo 280.18' 1r9� .. .. .. .. 5 5038'24 E m au 10dM / IxI 5 53'33'17" E yy of 0 All /� �y► `Ly► asst a °t SOUTH WETLANDS sip 99 4 �n wer W RODC PROPEERf1E8,LLC a ( r ' N GENERAL COMMERCIAL ZONE a. CP NVF O'ANOELO SRO8.,LLC `t gt. / / GENERAL COMMERCIAL ZONE c N / ;EASTERN DITCH New Facitily for N �v, y rb _ .� the South Windsor Fire and Q , Ambulance 8e ^\\ SOUTH WINDSOR,CT V pipe fnd S 47.24'22' H .09' From corner y 'D f. L NIF MANEEEY b NORTH ETLANDS e� d - (VAR.P.120 M GENERAl.�ZONE Pre Drainage 1 MaptOA b9 J 6� • o / _ °L/ h N 08 Date: DEC.14,2006 tl Not to GOVALCOMMERMALZONE Drawn By: RGS Scale I e� ,' Checked : ,s�t7 iYy"" Aft (p ' Pro No: `-p 6 - File: 5033MLSIt 1.Dl sg Rev., v ' Meto ' '1 y, oP IfSy ill '" s .._ H i t9 70 S 50'38'24" E aaal aw aaat 'i o< \S 5333'17" E 1 I � i \1 49� i A It his / or SOUTH-WETLAND ca ' t + ,z A-1000, ,v cRi e\ Od SOUTH WETLAND EASTEDITCH RN zt �. N SIAN i `' aetr r � �• a CM N 1L O _ DETENTION NORTH WETLAND o ' � PYD#3 PYD#3 p a PCB#4 ey . PCB#5 - New Facitily for the South ,\ cA \`` �"� Windsor Fire and PCB#3 .° Ambulance Q r ROOF ` ` / / t' pipe Fnd S 47.24'22' v SOUTH WINDSOR,CT o-• I �11 '09' from corner PYD#2 j PYD#2 Ln ' i v R .� 6.4 Post Drainage �tu ' C e °`,� Map I= 2 / ROOF 1 ROOF 1 ROOF 1 u .Ai l A Date: ULU.14,2006 AN N Some: Not to Swie Drawn By: RGS 1 �86J / /NORTH LAN Checked : B vi v` N IV #7 / • Flie: 5033A.L•Sheplanl.MG oPCB#1 5��� I PYD# r 'Ittt C7 AN \ � 4L yM Ibai Q :+'tt7r v_ P'Or fr ce.rr t I x x N Hydrasw Plan View PC�1- Q 00 Z. 10 Project File: drainage.stm No. Lines: 12 12-14-2006 HydraFlow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (� (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PCB4 to Det. 4.72 15 c 66.8 85.70 85.97 0.404 86.57 87.16 0.36 87.52 End 2 PCB3 to PCB4 3.60 15 c 137.6 85.97 86.52 0.400 87.62* 88.05* 0.13 88.19 1 3 PC132 to PCB3 1.49 12 c 100.1 86.76 87.19 0.430 88.26* 88.44* 0.03 88.47 2 4 PC131 to PC132 1.33 12 c 123.0 87.19 87.50 0.252 88.48* 88.65* 0.04 88.69 3 5 PYD2 to PC133 0.60 8 c 136.1 87.09 88.30 0.889 88.27 88.72 0.11 88.82 2 6 PYD3 to Det. 1.50 12 c 79.2 85.60 86.35 0.947 87.40* 87.54* 0.03 87.57 End 7 PCB5 to PYD3 2.35 12 c 136.2 86.35 86.90 0.404 87.57* 88.16* 0.14 88.30 6 8 PCB6 to PC135 1.09 12 c 147.1 86.90 87.50 0.408 88.41 88.50 0.03 88.53 7 9 PC67 to N.Wetland 2.86 12 c 12.8 86.00 86.10 0.784 87.18* 87.26* 0.10 87.37 End 10 PYD1 to PCB7 2.43 12 c 72.0 86.10 86.72 0.861 87.42 87.72 0.17 87.89 9 111 Roof1 to PYD1 2.17 10 c 103.0 86.88 87.87 0.961 87.89* 88.90* 0.25 89.15 10 12 Roof2 to N.Wetland 0.96 8 c 128.4 88.00 88.90 0.701 88.46 89.50 0.13 89.64 End Project File: drainage.stm Number of lines: 12 Run Date: 12-14-2006 NOTES: c=cir; e=ellip; b=box; Return period=25 Yrd. ;*Surcharged(HGL above crown). Hydraflow Storm Sewers 2005 Storneewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 66.8 0.23 0.88 0.90 0.21 0.79 5.0 7.9 6.0 4.72 4.11 4.55 15 0.40 85.97 85.70 87.16 86.57 88.90 0.00 PC134 to Det. 2 1 137.6 0.29 0.65 0.90 0.26 0.59 5.0 7.1 6.1 3.60 4.08 2.93 15 0.40 86.52 85.97 88.05 87.62 88.90 88.90 PCB3 to PCB4 3 2 100.1 0.04 0.26 0.90 0.04 0.23 5.0 6.2 6.4 1.49 2.33 1.90 12 0.43 87.19 86.76 88.44 88.26 89.94 88.90 PCB2 to PC133 4 3 123.0 0.22 0.22 0.90 0.20 0.20 5.0 5.0 6.7 1.33 1.79 1.69 12 0.25 87.50 87.19 88.65 88.48 89.17 89.94 PCB1 to PC132 5 2 136.1 0.10 0.10 0.90 0.09 0.09 5.0 5.0 6.7 0.60 1.14 2.18 8 0.89 88.30 87.09 88.72 88.27 90.30 88.90 PYD2 to PC133 6 End 79.2 0.47 0.89 0.20 0.09 0.47 32.0 32.0 3.2 1.50 3.47 1.91 12 0.95 86.35 85.60 87.54 87.40 88.50 0.00 PYD3 to Det. 7 6 136.2 0.24 0.42 0.90 0.22 0.38 5.0 6.8 6.2 2.35 2.26 3.00 12 0.40 86.90 86.35 88.16 87.57 88.90 88.50 PC65 to PYD3 8 7 147.1 0.18 0.18 0.90 0.16 0.16 5.0 5.0 6.7 1.09 2.27 1.38 12 0.41 87.50 86.90 88.50 88.41 89.50 88.90 PCB6 to PCB5 9 End 12.8 0.08 0.67 0.90 0.07 0.44 5.0 5.8 6.5 2.86 3.15 3.64 12 0.78 86.10 86.00 87.26 87.18 88.20 0.00 PC137 to N.Wetla 10 9 72.0 0.23 0.59 0.20 0.05 0.37 5.0 5.4 6.6 2.43 3.30 3.10 12 0.86 86.72 86.10 87.72 87.42 89.46 88.20 PYD1 to PCB7 11 10 103.0 0.36 0.36 0.90 0.32 0.32 5.0 5.0 6.7 2.17 2.15 3.98 10 0.96 87.87 86.88 88.90 87.89 90.90 89.46 Roof1 to PYD1 12 End 128.4 0.16 0.16 0.90 0.14 0.14 5.0 5.0 6.7 0.96 1.01 3.32 8 0.70 88.90 88.00 89.50 88.46 90.90 0.00 Roof2 to N.Wetla Project File: drainage.stm Number of lines:12 Run Date: 12-14-2006 NOTES:Intensity=101.98/(Inlet time+15.80)^0.90; Return period= 25 Yrs. Hydraflow Storm Sewers 2005 Sto1 Sewer Profile Pro;. fi inage.stm Elev. (ft) 98.00 Sta 0+0 .-00-GtEkf@IF 6.80-Ln: 1 Sta 2+04. 1 --Ln: 2 Sta 3+04. 1 - Ln: 3 Sta +27.51 -Ln: 4 Grnd. El. 89: 5Rim El. 88.90 Rim El. 88 90 Rim El. 89 94 Rim-El. 89.17 Inv-. El. 85.70 Itnv. El. 55.97 Out Inv: El. 86: 2 Out Inv. El. 87. 9-Out Inv: I. 87.50 Out _ .._ Inv, EL 5.97.In Inv.. El 86..6 In Inv. El. 87.19 In _ 95.00 92.00 - 89.00 00 123.0 f-12 @ 0.250 -100: U 2 @0.43%_... 13?:61 Cf=t5" 0:40% ----- --- 15 86.00 83.00 0 50 100 150 200 250 300 350 400 450 Reach (ft) Hydraflow Storm Sewers 2005 Stol Sewer Profile PrOj. fii inage.stm Elev.(ft) 98.00 Sta 0+00.0 -Outfa I Sta 0 79.20- Ln: 6 S a 2t15. 0-_Ln: St 3+62.50- Ln: 8 Gr d. El. 8 .60 -Rim I. 88.50 R m-EI. 88.90 Ri El. 89.50 Inv. El. 85. 0 In Inv. 1. 86.35 Out 1n El. 86.90 Out In . El. 87.50 Out Inv. I. 86.35 In In EL_86.90_ .In 95.00 _ 92.00 -- 89.00 -_...1 6.2Lf-12F.j@..07-40%c79.-2-f-12'@ 0.95 -- 86.00 83.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 Reach (ft) Hydraflow Storm Sewers 2005 Sto► Sewer Profile Pro;. fig' _ inage.stm Elev. (ft) 98.00 Sta +00.00 OUtfaIS a 0+66. 0- Ln: 1 Sta 2 04.41 - n: 2 S a 3+40.51 -Ln: 5 Gm : El. 89. 5 im EL 8 .90 - Rim IJI. 88.90 R m El. 90.30 Inv. El. 85.7 In I v. El. 85 97-Out Inv. E. 86.52 Out Inv. El. 88.30 Out V. EI. 85 97 In. Inv. E. 87.09 I. 95.00 92.00 — - - — - - 89.00 _..._.. .. - -- .40/o---- .. — _......_. --- -66.8L 15'@..0: 0%.- _.. - - 86.00 83.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 Reach(ft) Hydraflow Storm Sewers 2005 St0 Sewer Profile PrOj. inage.stm Elev.(ft) 99.00 Sta($+t®® m�,P�alfhth: 9 Sta 0+ .76-Ln: 10 Sta 1 87.76-Ln: 11 Gn icM.E OW20 Rim EI. 89.46 Grnd. El. 90.90 Inv. E1v85 086M0 Out Inv. El. 6.72'Out Inv. E. 87.87 Out Inv..E. 86101n Inv. El. 6.88In 96.00 93.00 — -i -- — -- 90.00 10 OLf 0110 0.96 0 87.00 2.Otf- 84.00 0 25 50 75 100 125 150 175 200 Reach (ft) Hydraflow Storm Sewers 2005 Stoo Sewer Profile Proj. f' rainage.stm Elev. (ft) 96.00 + 0 - Outiall iSta 1+28.44 Ln: 1 Gr d. El. 91.67 Grnd. El. 90.90 Inv El. 88.)6 In Inv. El. 88.90 Out 94.00 92.00 90.00 . -.. 4 f-8"@ .70% 88.00 86.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Reach (ft) Hydraflow Storm Sewers 2005 Table of Contents drainage.gpw Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM Hydrograph Return Period Recap ...................................................................... 1 25 - Year SummaryReport ................................................................................................................. 2 HydrographReports ........................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Pre Development South Wetlands ................................ 3 TR-55 Tc Worksheet .................................................................................................... 4 Hydrograph No. 2, SCS Runoff, Pre Development North Wetlands ................................. 5 TR-55 Tc Worksheet .................................................................................................... 6 Hydrograph No. 3, SCS Runoff, Pre Development to Eastern Ditch ................................ 7 TR-55 Tc Worksheet .................................................................................................... 8 Hydrograph No. 5, SCS Runoff, Post Dev. to Detention .................................................. 9 Hydrograph No. 7, Reservoir, Post Detention ................................................................. 10 lPond Report ............................................................................................................... 11 Hydrograph No. 8, SCS Runoff, Post Development to Eastern Ditch ............................ 12 TR-55 Tc Worksheet .................................................................................................. 13 Hydrograph No. 10, SCS Runoff, Post Development to South Wetlands ...................... 14 TR-55 Tc Worksheet .................................................................................................. 15 Hydrograph No. 11, SCS Runoff, Post Developement to North Wetlands ..................... 16 TR-55 Tc Worksheet .................................................................................................. 17 Hydrograph No. 13, Combine, Pre Development to Southwest Corner .......................... 18 Hydrograph No. 14, SCS Runoff, Pre Development to Eastern Ditch ............................ 19 TR-55 Tc Worksheet .................................................................................................. 20 Hydrograph No. 16, Combine, Post Development to Southwest Corner ........................ 21 Hydrograph No. 17, Combine, Post Development to Eastern Ditch Final ...................... 22 5 • 1 Hydrograph Return Period Recap 4P. Hydrograph Inflow Peak Outflow(cfs) Hydrograph type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ------- ------ 0.02 ------- 0.09 0.18 0.32 0.44 0.60 Pre Development South Wetlands 2 SCS Runoff ------- ------- 0.03 ------- 0.12 0.25 0.44 0.61 0.83 Pre Development North Wetlands 3 SCS Runoff ------- ------ 0.01 ------- 0.04 0.09 0.16 0.23 0.31 Pre Development to Eastern Ditch 5 SCS Runoff ------- ------- 2.38 ------ 3.92 5.22 6.65 7.74 8.94 Post Dev.to Detention 7 Reservoir 5 ------- 0.33 ------- 0.37 0.40 *t0.46 0.61 0.83 Post Detention 8 SCS Runoff ------- ------- 0.00 ------- 0.02 0.04 0.07 0.10 0.14 Post Development to Eastern Ditch 10 SCS Runoff ------- ------- 0.02 ------- 0.08 0.17 0.31 0.43 0.59 Post Development to South Wetlands 11 SCIS Runoff ------- ------- 0.03 ------- 0.11 0.21 0.35 0.48 0.63 Post Developement to North Wetland 13 Combine 1,2, ------ 0.05 ------- 0.21 0.43 0.75 1.05 1.43 Pre Development to Southwest Come 14 SCS Runoff ------ ------- 0.01 ------- 0.04 0.09 0.16 0.23 0.31 Pre Development to Eastern Ditch 16 Combine 10, 11, ------- 0.05 ------- 0.19 0.38 0.66 0.91 1.22 Post Development to Southwest Corn 17 Combine 7,8, ------- 0.33 ------- 0.39 0.44 *0.53 0.71 0.97 Post Development to Eastern Ditch Fi Q Pf K =O y F S cLuoe!r E FIL OAT(ptil AW IZ'I TLL-T 0 rr QE Fob Q17 �it, K - � PW 11-1 F6l2 wt A MS- DoST P q L PM To F-A STE K) -F0 c bwowl QED r = 1 GF5- -r c d, ZcFS TEII CDH AQe-S 1b Z. ,(6 E- Orr ELupme j TD EAST tU3 O r'("(.n, T 1 C AL t-LAjt d, 0-F TNc EA SC IS Sr6Ni KhAT Proj. file: drainage.gpw Thursday, Dec 14 2006, 11:33 AM Hydraflow Hydrographs by Intelisolve 2 Hydrograph Summary Report Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.32 10 870 7,340 ---- ------ ----- Pre Development South Wetlands 2 SCS Runoff 0.44 10 870 10,127 -- ----- ------ Pre Development North Wetlands 3 SCS Runoff 0.16 10 850 3,516 ---- ---- ------ Pre Development to Eastern Ditch 5 SCS Runoff 6.65 3 726 22,107 --- ------ ----- Post Dev.to Detention 7 Reservoir 0.46 3 840 22,096 5 87.10 11,676 Post Detention 8 SCS Runoff 0.07 3 816 1,285 ---- ------ ------ Post Development to Eastern Ditch 10 SCS Runoff 0.31 10 850 6,585 ---- ------ ------ Post Development to South Wetlands 11 SCb Runoff 0.35 10 840 7,059 ---- ------ ------ Post Developement to North Wetland 13 Combine 0.75 10 870 17,467 1,2, ------ ------ Pre Development to Southwest Come 14 SCS Runoff 0.16 10 850 3,516 ---- ----- ------ Pre Development to Eastern Ditch 16 Combine 0.66 10 840 13,643 10, 11, ------ ------ Post Development to Southwest Corn 17 Combine 0.53 3 834 23,381 7,8, ------ ------ Post Development to Eastern Ditch Fi • drainage.gpw Return Period: 25 Year Thursday, Dec 14 2006, 11:33 AM Hydraflow Hydrographs Py Intelisolve 3 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Thursday,Dec 14 2006, 11:34 AM OHyd. No. 1 Pre Development South Wetlands Hydrograph type = SCS Runoff Peak discharge = 0.32 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 2.66 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 104 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=7,340 cuft I Pre Development South Wetlands Q (cfs) Hyd. No. 1 --25 Yr Q(cfs) 0.50 0.50 0 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 — 0.05 0.00 -1 0.00 0 3 7. 10 13 17 20 23 27 30 Hyd No. 1 Time(hrs) TR55 Tc Worksheet 4 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Pre Development South Wetlands Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34 Sh Ilow Concentrated Flow Flow length (ft) = 634.50 0.00 0.00 Watercourse slope (%) = 0.20 0.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (fUs) = 0.72 0.00 0.00 Travel Time (min) = 14.66 + 0.00 + 0.00 = 14.66 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 104.00 min Hydrograph Plot 5 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006,11:34 AM *Hyd. No. 2 Pre Development North Wetlands Hydrograph type = SCS Runoff Peak discharge = 0.44 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 3.67 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 112.4 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=10,127 cuft I Pre Development North Wetlands Q (cfs) Hyd. No. 2--25 Yr Q(cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 a 0.10 0.10 0.05 0.05 0.00 0.00 0 3 7 10 13 17 20 23 27 30 Hyd No. 2 Time(hrs) b TR55 Tc Worksheet 6 10 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Pre Development North Wetlands Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34 Shallow Concentrated Flow. Flow length (ft) = 998.25 0.00 0.00 Watercourse slope (%) = 0.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.72 0.00 0.00 Travel Time (min) = 23.06 + 0.00 + 0.00 = 23.06 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (fUs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 112.40 min Hydrograph Plot 7 WHydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM yd. No. 3 Pre Development to Eastern Ditch Hydrograph type = SCS Runoff Peak discharge = 0.16 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 1.26 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 89.3 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=3,516 cuft I Pre Development to Eastern Ditch Q (cfs) f c( s Q Hyd. No. 3--25 Yr � ) 0.50 0.50 is 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 3 7 10 13 17 20 23 27 30 Hyd No. 3 Time(hrs) TR55 Tc Worksheet 8 Hydraflow Hydrographs by Intellsolve Hyd. No. 3 Pre Development to Eastern Ditch Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34 Sh llow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 89.30 min Hydrograph Plot 9 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM Wyd. No. 5 Post Dev. to Detention Hydrograph type = SCS Runoff Peak discharge = 6.65 cfs Storm frequency = 25 yrs Time interval = 3 min Drainage area = 2.09 ac Curve number = 75.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=22,107 cult 1 Post Dev. to Detention Q(cfs) Hyd. No. 5--25 Yr Q (cfs) 7.00 7.00 06.00 6.00 5.00 5.00 4.00 _... 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 5 Time(hrs) Hydrograph Plot 10 ftHydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006,11:34 AM yd. No. 7 Post Detention Hydrograph type = Reservoir Peak discharge = 0.46 cfs Storm frequency = 25 yrs Time interval = 3 min Inflow hyd. No. = 5 Max. Elevation = 87.10 ft Reservoir name = Detention 2 Max. Storage = 11,676 cuft Storage Indication method used. Hydrograph Volume=22,096 cuft I Post Detention Q (cfs) Hyd. No. 7--25 Yr , Q (cfs) 7.00 7.00 06.00 - 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 4 7 11 14 18 21 25 28 32 35 39 0 - Time(hrs) Hyd No. 7 Hyd No. 5 Pond Report ' Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006,7:16 AM Pond No. 5 - Detention 2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(it) Elevation(ft) Contour area(sgit) Incr.Storage(cuft) Total storage(cult) 0.00 85.50 6,434 0 0 0.50 86.00 6,945 3.345 3,345 1.49 86.99 8,010 7,403 10,747 2.50 88.00 9,131 8,656 19,404 Culvert/Orifice Structures Weir Structures [A] [B] [C] ID] [A] IBl [C] [D] Rise(in) = 12.00 2.00 4.00 0.00 Crest Len(ft) = 4.00 0.00 0.00 0.00 Span(in) = 12.00 2.00 4.00 0.00 Crest El.(ft) = 87.50 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invgft El.(ft) = 85.50 85.50 87.00 0.00 Weir Type = Riser Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .013 .000 OHL Coeff. = 0.60 0.60 0.60 0.00 Multi-Stage = n/a Yes Yes No Exfiltration= 1.650 in/hr(Contour) Tailwater Elev.= 0.00 it Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cis cis cis cis cis cis cis cis cfs cis 0.00 0 85.50 0.00 0.00 0.00 --- 0.00 --- -- --- 0.000 0.00 0.50 3,345 86.00 0.07 0.06 0.00 --- 0.00 --- --- --- 0.265 0.33 RX ---Ip 1.49 10,747 86.99 0.12 0.12 0.00 --- 0.00 -- --- -- .306 0.43 CVpgIoW 2.50 19,404 88.00 4.09 0.05 0.20 --- 3.84 --- --- -- 0. 4.44 POOR Pond Report Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM Pond No. 5 - Detention 2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft) 0.00 85.50 6,434 0 0 0.50 86.00 6,945 3,345 3,345 1.49 86.99 8,010 7,403 10,747 2.50 88.00 9,131 8,656 19,404 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 12.00 2.00 4.00 0.00 Crest Len(ft) = 4.00 0.00 0.00 0.00 Span(in) = 12.00 2.00 4.00 0.00 Crest El.(ft) = 87.50 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Inveit El.(ft) = 85.50 85.50 87.00 0.00 Weir Type = Riser - --- __ Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.00 0.00 0.00 N-Value = .013 .013 .013 .000 Orif.Coeff. = 0.60 0.60 0.60 0.00 Multi-Stage = n/a Yes Yes No Exiiltration= 1.650 in/hr(Contour) Tailwater Elev.= 0.00 ft Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage(ft) Stage/Discharge Stage(ft) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Total Q Discharge(cis) Hydrograph Plot 12 WHydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006,11:34 AM yd. No. 8 Post Development to Eastern Ditch Hydrograph type = SCS Runoff Peak discharge = 0.07 cfs Storm frequency = 25 yrs Time interval = 3 min Drainage area = 0.46 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 72.7 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 5 Hydrograph Volume=1,285 cult f Post Development to Eastern Ditch Q (cfs) fs Q(c Hyd. No. 8--25 Yr ) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 28 Hyd No. 8 Time(hrs) TR55 Tc Worksheet 13 Hydraflow Hydrographs by lntelisolve Hyd. No. 8 Post Development.to Eastern Ditch Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 116.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 72.74 + 0.00 + 0.00 = 72.74 Shpllow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + '0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 72.70 min Hydrograph Plot 14 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM Wyd. No. 10 Post Development to South Wetlands Hydrograph type = SCS Runoff Peak discharge = 0.31 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 2.36 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 93.6 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=6,585 cuft I Post Development to South Wetlands Q (cfs) Hyd. No. 10--25 Yr Q (cfs) 0.50 0.50 0 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 3 7 10 13 17 20 23 27 30 Hyd No. 10 Time(hrs) TR55 Tc Worksheet 15 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Post Development to South Wetlands Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34 Sh Ilow Concentrated Flow Flow length (ft) = 289.40 0.00 0.00 Watercourse slope (%) = 0.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.14 0.00 0.00 Travel Time (min) = 4.23 + 0.00 + 0.00 = 4.23 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 93.60 min Hydrograph Plot 16 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM OHyd. No. 11 Post Developement to North Wetlands Hydrograph type = SCS Runoff Peak discharge = 0.35 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 2.01 ac Curve number = 49.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 92.7 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=7,059 cuft 1 Post Developement to North Wetlands Q (cfs) Hyd. No. 11 --25 Yr Q (cfs) 0.50 0.50 . 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 -1 0.00 0 3 7 10 13 17 20 23 27 30 Hyd No. 11 Time(hrs) 17 TR55 Tc Worksheet Hydraflow Hydrographs by Intellsolve HY d. No. 11 Post Developement to North Wetlands Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip: (in) = 3.25 0.00 0.00 Land slope (%) = 0.67 0.00 0.00 Travel Time (min) = 79.47 + 0.00 + 0.00 = 79.47 Shpllow Concentrated Flow Flow length (ft) = 572.80 0.00 0.00 Watercourse slope (%) = 0.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.72 0.00 0.00 Travel Time (min) = 13.23 + 0.00 + 0.00 = 13.23 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 92.70 min Hydrograph Plot 18 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM *Hyd. No. 13 Pre Development to Southwest Corner Hydrograph type = Combine Peak discharge = 0.75 cfs Storm frequency = 25 yrs Time interval = 10 min Inflow hyds. = 1, 2 Hydrograph Volume=17,467 cuft 1 Pre Development to Southwest Corner Q (cfs) Hyd. No. 13--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 • 0 3 7 10 13 17 20 23 27 30 Time(hrs) Hyd No. 13 Hyd No. 1 Hyd No. 2 Hydrograph Plot 19 ,,Hydraflow Hydrographs by Intellsolve Thursday,Dec 14 2006, 11:34 AM Hyd. No. 14 Pre Development to�Eastern Ditch Hydrograph type = SCS Runoff Peak discharge = 0.16 cfs Storm frequency = 25 yrs Time interval = 10 min Drainage area = 1.26 ac Curve number = 46 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 97.3 min Total precip. = 5.75 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Hydrograph Volume=3,516 cult I Pre Development to Eastern Ditch Q (cfs) Hyd. No. 14--25 Yr Q(cfs) 0.50 0.50 0 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 3 7 10 13 17 20 23 27 30 Hyd No. 14 Time(hrs) 20 TR55 Tc Worksheet Hydraflow Hydrographs by Intellsolve Hyd. No. 14 Pre Development to Eastern Ditch Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.25 0.00 0.00 Land slope (%) = 0.50 0.00 0.00 Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34 Shpllow Concentrated Flow Flow length (ft) = 547.50 0.00 0.00 Watercourse slope (%) = 0.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.14 0.00 0.00 Travel Time (min) = 8.00 + 0.00 + 0.00 = 8.00 • Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ...................... ........ 97.30 min ................................................ Hydrograph Plot 21 Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:34 AM OHyd. No. 16 Post Development to Southwest Corner Hydrograph type = Combine Peak discharge = 0.66 cfs Storm frequency = 25 yrs Time interval = 10 min Inflow hyds. = 10, 11 Hydrograph Volume=13,643 cuft Post Development to Southwest Corner Q (cfs) Hyd. No. 16--25 Yr Q(cfs) 1.00 1.00 0 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 • 0 3 7 10 13 17 20 23 27 30 Time(hrs) Hyd No. 16 Hyd No. 10 Hyd No. 11 Hydrograph Plot 22 Hydraflow Hydrographs by Intellsolve Thursday,Dec 14 2006, 11:34 AM Hyd. No. 17 Post Development to Eastern Ditch Final Hydrograph type = Combine Peak discharge = 0.53 cfs Storm frequency = 25 yrs Time interval = 3 min Inflow hyds. = 7, 8 Hydrograph Volume=23,381 tuft I Post Development to Eastern Ditch Final Q (cfs) Hyd. No. 17--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 • 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - 0.00 0 4 7 11 14 18 21 25 28 32 35 39 • Hyd No. 17 Hyd No. 7 Hyd No. 8 Time(hrs) JOB# 5033 h-L S, WtruOSo� F� '{ MBv�Rti►G� DRAWN BY ��S� DATE 1 Z113lbt; CHECKED BY DATE SCALE ODESIGNLLC VJ CA CvL [ibt-� ��� .Af_...RAi!u RLI. Irr of, AA)NFAI,I - , - - _ ;.- .3 RCS GQaN(o, rA)7Z7 pTtrNT��r�. , + Ft - uSG (z It st raetQR`I toga wQU '-171,9 cu - 903� wom - 5ya. sroeM ' - , � .' . , _ _. wq� 5To 2M U©tS. luor ROCA q" 641FICC �. w�4- . � �_. : T•10IFILTPN-Vf -THROU611 POND 66TT4M p/L Sri , 61-740E:6 F � � F '(jIQDU6►-1 STaNE, help: DfSU1Ak0 '1.t12aWH a��, " I FKe~"`,_. _.. POST TO OCT= __. . Post QLf'Enrt-lo�i I I3 HH - - �,} E ko's Koo; : S,'ForM£NTIlfton> ' C2�t.�,Qat__ y • PFe 0 ilk i�% 2 I I X sorb_ oslan __ __.__L_ RND SC Q 1/4ENTA d oA�T/dOt. Z r; c. 2 - _i G --- + _ Flow LmE hT 15 5 _ AvAp PEi2Fo�ATia► SRQ�tltt� --- RT 6G175- 8AS00 tout, PAVIOE ` , TnTAI :.STaQR6E d,F Io'S:1113 - -i { - 5090 �►a w ba n c _ + t + Y srteDes%gw _ _- f_-1- -F--F11 Post Office Plaza 4 West Main Street r i Suite 201New Britain,CT 06051 P:860-612-1700 ' ; - - F:860-612-1757 todesignlic.com i Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:40 AM Hyd. No. 5 Post Dev. to Detention Hydrograph type = SCS Runoff Peak discharge = 3.92 cfs Storm frequency = 5 yrs Time interval = 3 min . Drainage area = 2.09 ac Curve number = 75.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 4.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=13,144 cult I Post Dev. to Detention Q (cfs) Hyd. No. 5--5 Yr Vol (%) 4.00 100 • 3.00 75 5 2.00 50 1.00 25 0.00 0 • 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 5 Time(hrs) Hyd Volume Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Dec 14 2006, 11:40 AM 10 Hyd. No. 7 Post Detention Hydrograph type = Reservoir Peak discharge = 0.37 cfs Storm frequency = 5 yrs Time interval = 3 min Inflow hyd. No. = 5 Max. Elevation = 86.37 ft Reservoir name = Detention 2 Max. Storage = 6,093 cuft Storage Indication method used. Hydrograph Volume=13,132 cuft I Post Detention Q (cfs) Hyd. No. 7--5 Yr Vol (%) 4.00 100 3.00 75 E 2.00 50 1{( 25 0.00 - 0 0 4 7 11 14 18 21 25 28 32 35 _ T'l Hyd No. 7 _Hyd No. 5 (= Req. Stor=6,093 cult Time(hrs) Hyd Volume • Q061F Z. 7b 0 o M wMAN a5 North American Green-ECMDS Version 4.3 12/14/2006 11:14 AM COMPUTED BY: FIGS PROJECT NAME: South Windsor Fire and Ambulance _ PROJECT NO.: 50334-L OM STATION/REACH: ITO STATION/REACH: 1DRAINAGE AREA: 6969.E DESIGN FREQUENCY: 100-w HYDRAULIC RESULTS Discharge Peak Flow elocity(fps Area(sq.ft) Hydraulic Normal DS75(n=0:055� cfs Period hrs Radius ft De, e th(t 1.1 0.5 1.82 0.61 0.06 0.06 S=0.2000 1 L Bottom J 1 3.0 Width=10.00 It 3.0 i LINER RESULTS Not to Scale Malting Type Vegetation Characteristics Reach Stability Analysis Permissible Calculated Safety Factor Remarks Staple Pattern Phase I Class I Type Density Shear Stress Shear Stress (PSI) (psf) Straight DS75 Unvegetated 1.55 0.74 2.09 STABLE Staple D • Back tc lrvul§aeeh' • • -To Nom WETLMOOS North American Green-ECMDS Version 4.3 �i 12/14/2006 11:18AM COMPUTED BY: FIGS PROJECT NAME: South Windsor Fire and Ambulance PROJECT NO.: 50334-L ROM STATION/REACH: ITO STATION/REACH: DRAINAGE AREA: .67 —RESIGN FREQUENCY: 100-yr HYDRAULIC RESULTS DS75(n=0.055) Discharge Peak Flow Velocity(fps Area(sq.11) Hydraulic Normal cfs Period hrs Radius ft De th fl a 0.5 2.80 0.20 0.11 0.12 S=0.2000 1 L Bottom �J 1 3.0 Width=10.00 It 3.0 ) LINER RESULTS Not to Scale Matting Type Vegetation Characteristics Reach Stability Analysis Permissible Calculated Safely Factor Remarks Staple Pattern Phase Class Type Density Shear Stress Shear Stress (psf) (psf) Straight DS75 Unvegetated 1.55 1.44 1.07 STABLE Staple D • Back to InptA Screen • JOB# SOJTr� Wiu��oR. ri/lb ,4.�0 gM�u�R DRAWN BY /��S DATE CHECKED BY DATE SCALE �ESIGN LLc ELO&Y CHCCk O ,2 E L SA&ADPA W14 ; t i Tb JOR7 M _. QCTt-A&V , ( wogs ; i- ' 3.� y 1 crs (106yk 1�6gou) VEL FTIS ! Z w r/5-. . y ; ss�M�o W ANVU Pt r r-- + i -TT 0o2TH I,J L AN�� .V44 406 , LF w 6 j Tr ` C`- '� � r rz bk. 1,3q < Z rl� iv F� ,.,� � � ��: fps(►r AN.aG. '; ). � :. � ; , u ; • �; _ _' _. _. � _' �_ -- -� 1. - - -- i -- a - f 4 f f : l f l f , I j 4 I 4 ; I f Srt6 Desr.gw ! -; r. 4 J Post Office Plaza 114 West Main Street _ Suite 201 C New Britain,CT 06051 , P;860-612-1700 , F:860-612-1757 todesignllc.com JOB# .033A-(- DRAWN BY RGS 1. DATE I Z/13/O(e TO CHECKED BY DATE SCALE ! SIGNuC pip. P&P s 1;tsto4 44 L C U'L 6/00 , Qp�1 CT JOT 0eA6NAc-,i, MAPOAL' , Pc$N To O r-TEnmwJ .f - . i bF- X- - - --4 — s t Y TYOE Q . RiP RAP flPROna 5 3 Sp _ 5 , WA- • wZ 3(s y a m5 ,�1tib� � 5 p CT i i_ Foe__0 Vrr ALL; { , t t 4 , , i k ! i , soph%st�cated t " �� - site pesigw Post Office Plaza - i 4 West Main Street Suite 201 New Britain,CT 06051 .- P:860-612-1700 F:860-612-1757 t . I t todesignllc•conn Culverts 8.7-9 OUTLET PROTECTION-OUTLET VELOCITY< 14 feettsee OUTLET PIPE DIAMETER OR SPAN in DISCHARGE 12 15 18 1 24 30 36 42 48 54 60 cfs 0-5 10 10 USE 5.5 12 11 6 12 12 MINIMUM 7 14 13 1 12 8 15 13 8.5 16 14 LENGTH 9 14 10 15 14 11 16 15 12 17 15 14 OUTLINED 13 18 16 15 14 17 15 1 14 16 18 16 15 14 18 18 16 15 20 19 17 16 l • 22 20 18 16 24 19 17 16 26 20 18 17 16 28 21 19 17 16 30 21 19 18 17 32 22 20 18 17 35 21 19 18 40 23 21 19 45 25 23 21 48 26 24 22 50 24 22 55 26 23 60 27 25 63 28 26 65 26 75 29 80 30 Table 8-7.1-Length- L.(feet) Type B or C Riprap Apron Notes: 1.Bold face outlined boxes indicate minimum Le to be used for a given pipe diameter or span. 2. Rounding and interpolating are acceptable. October 2000 ConnDOT Drainage Manual Culverts 8•7-17 x Cowart >I A A w2 i_ 1 0.3 m (t ft.)for fahl.-d t t— concrete c~end x CULVERT END PLAN VIEW Endwan x 1 ,t— A A wI ---- -- - =I w2 ,..i i x r� —La —� I. ENDWALL PLAN VIEW Er~ can 8.4 La RP ............_..__4A-- — i.— d 0.3 m (t It)for reiMorcedL eanaete cuWerl end shadd (( field condition vimam f6;x.p and 3' mm(1i fill forennediale dprW .LEGEND Max k>slde pipe span hlon-c ►sedbns) — Inside pipe diamata(dra/ar sectlau) CULVERSECTION END AND ENDWALL RP` �pipe fte eW((Vim) La the . of cmiAveft�1 sediai a a of feendwaill r 300 mm (12 In. kM*e d Fitipep d = i 900 mm F in.)Standard R RKxaP 900 mm (11333888 in. ScerWmd R,prap x w w Type A prep Apron 3, 3.p 33p+0.7 La Type iprep S• +0.4 L Figure 8-9 Type A and B Riprap Apron (to be used where there is no defined channel downstream of the outlet) October 2000 ConnDOT Drainage Manual JOB# DRAWN BY DATE lZ�(3/1510 TO CHECKED BY DATE SCALE SIGN PLC , 'fEf- M-E i c.ALF t COPY TAS LIE N- 10 �Wkcao' ) 4W4 rzxPEoiso 6 1L TyDE! PE,e GEortcr(uluh, ; SI-0b y:+11 CLf�2Eh,cC , wELTi _ .P.t-1 PC, (QEFF2 7a T4,B 1 ! 1 Frfv� _ IM)o , 3l0bcas y i�► f 1 � (5 � . _ -- -- , , ! i ! ._ _ t t ! 1 1 . : I : i , 1 ; so•phist%cated f Post Office Plaza 4 West Main Street ! Suite 201 New Britain,CT _ ! k 06051 1 - i P:860-612-1700 F:860-612-1757 _ j-- todesignll(;.com j Q A TABLE 14-10 Approximate coefficients of permeability and the corresponding vertical percolation and assimilation rates for various soils based on soil texture Approximate Vertical percolation rate Vertical assimilation rate coefficient of corresponding to the corresponding to the permeability, K coefficient of permeabilitya coefficient of permeabilitya Soil texture ftld m/d min/in min/102mm gaVft2 d L/m2•d Gravel,coarse sand 330-3,300 102-103 0.364-0.0364 1.5-0.15 2,470-24,700 106-106 Coarse to medium sand 33-330 101-102 3.64-0.364 15-1.5 247-?..4 104-105 ((��''1=tne sand,loamy sand 3.3-33 100-10, 36.4-3.6, 150-15 24.7-247 103-104 `-Sandy loam,loam 0.33-3.3 10-'-100 364-36.4 1,500-150 2•t%-24.7 101-103 Loam, porous sift loam 0.033-3.3 10-2-100 3,640-36.4 15,000-150 0.247-24.7 10t-103 10-3-10—' 36,460-364 15 x 104-15 x 102 0.0247-2.47 100-102 Silty clay Loam,clay loam 0.0033-0.33 s10-3 >36,400 >15 x 104 50.0247 <_100 Clays,colloidal clays �0.0033 Computed values"based on approximate coefficients of permeability assuming a unit hydraulic gradient(see Eq. 14-3). s Note. ft x 0.3048 - m gaVW-d x 40.7458 - Um2-d _t o C.� o DESIGN ua a/4 rr.r e,a zeo.�a' >• S SO ,V E aaM as>,com S 5333'1T E t3 �. a 0 '0 WADPOLE SANDY LOAM(13).THIS SERIES CONSISTS OF A 0 DEEP, POORLY DRAINED SOILS FORMED IN SANDY 490 21A WATER DEPOSITED GLACIAL OUTWASH MATERIALS. Lod a► THEY ARE NEARLY LEVEL TO GENTLY SLOPING SOILS ON Ito 00 �O. GLACIOFLUVIAL LANDFORMS,TYPICALLY IN SHALLOW ¢y, 14# Ise DRAINAGE WAYS AND LOW-LYING POSITIONS ON 00. a STREAM TERRACES AND OUTWASH PLAINS. THE SOILS '4 0 FORMED IN LOAMY OVER STRATIFIED SAND AND '0 0 01 GRAVELLY OUTWASH DERIVED FROM A VARIETY OF too v! ACID ROCKS. TYPICALLY THESE SOILS HAVE A VERY i �► +'" DARK BROWN SANDY LOAM SURFACE LAYER 61NCHES i '' THICK. THE SUBSOIL FROM 6 TO 23 INCHES IS MOTTLED, a ` GREYISH BROWN SANDY LOAM. THE SUBSTRATUM 0 21n �• ri'" FROM 23 TO 60 INCHES IS MOTTLED,LIGHT BROWNISH gy GREY,GRAVELLY LOAMY SAND AND GRAVELLY SAND. �ar NIF RODO PROPERTIES.LLC Q1N1-1700 i (V.9S4,P.19� R�e�2"TW GENERAL COMMERCIAL ZONE TISBURY SILT LOAM(21A) THIS SERIES CONSISTS OF M to, DEEP,MODERATELY WELL DRAINED SOILS FORMED IN A o WFD'ANCiEiODROS.,LLC COARSE-SILTY MANTLE UNDERLAIN BY SANDY WATER (VAON.PM5) OR DEPOSITED GLACIAL OUTWASH MATERIALS. THEY ARE LEVEL TO GENTLY SLOPING SOILS IN BROAD DRAINAGE a 4' SWALES AND LOW LYING POSITIONS ON OUTWASH CO PLAINS AND TERRACES. THE SOILS FORMED IN LOAMY OVER STRATIFIED SANDY AND GRAVELLY GLACIAL OUTWASH DERIVED MAINLY FROM AN ACID CD CRYSTALLINE ROCKS(GRANITE,GNEISS AND SCHIST). 13 TYPICALLY THESE SOILS HAVE A VERY DARK GREYISH New Facitily for BROWN SILT LOAM SURFACE LAYER 8 INCHES THICK. the South THE SUBSOIL FROM 8 TO 26 INCHES IS YELLOWISH BROWN AND BROWNISH YELLOW SILT LOAM,WITH Windsor Fire and E MOTTLES COMMON BELOW 16 INCHES. THE Ambulance SUBSTRATUM FROM 26 TO 60 INCHES IS GREYISH v BROWN,MOTTLED STRATIFIED SAND AND GRAVEL. SOUTH WINDSOR,CT 1'P(Pe fnd S 47'24'W V y 13 w W from corner L M 14 - M ���y i o COMtMMMZONE 13=WADPOLE SANDY LOAM SOII Map ii dddyyy PoPD'ANDELO BROS.LLC 21A=TISBURY SILT LOAM iL yy (V.I0W P.14n Date: July 14,2006 C # / K scwe: Not to Scale GENERAL COMMERCIAL DONE DmwnBr RGS Checked 8. III. l 1 lot- Fite: N9 O 033A-LSbplanl.DWG J �Mr Rec. µ Mo s A 13 � i ae i� e fn k di° GL era>b'i'ar a N 61'3T48' V WTVA ==7 „� .-4 w s 3 Fait �� s• o� Dh 1 - DR. CLARENCE WELTI, P.E., P.C. GEOTECHNICAL ENGINEERING 227 Williams Street • P.O. Box 397 Glastonbury, CT 06033 (860)633-4623/FAX(860)657-2514 April 5, 2006 Mr. Hap Fitts South Windsor Public Building Commission 1540 Sullivan Avenue South Windsor, CT 06074 II Re: Geotechnical Study for Proposed Fire and Ambulance Building 625 Sullivan Avenue, South Windsor, CT Dear Mr. Fitts: 1.0 Herewith are boring data pertaining to the above. Nine borings were taken at the site. Six borings were taken at the proposed Fire Station structure to maximum depth of 51.5 feet,one boring • was drilled at the future Training Tower to 21.5 feet, and two in proposed pavement areas to 11.5 feet. The borings were located in the field by Design Professionals.The locations are shown on the attached plan. The borings were drilled by Clarence Weld Associates, Inc. and sampling was conducted by thisfirm solely to obtain indications of subsurface conditions as part of a geotechnical exploration program.No services were per to evaluate subsurface environmental conditions. 2.0 The Subject Project will include the construction of a one to two story slab on grade Fire and Ambulance building with a footprint of 22,800 sf. There will be new pavements for parking and access to station by fire apparatus.The finished site grading or floor elevation were not available at the time of this report.The existing site grades in the area of the proposed development are generally at about Elev.88,with a few localized low spots down to about Elev.86.Sullivan Avenue is at about Elev.89.5. 3.0 The Geologic origin of the natural soils at the site and environs is from glacial lake depositsf-kl e deposits consist generally of fine to medium Sand with trace to little Silt to 12*t�� : ee w grade, overlying a varved Clay stratum which extends to at least 100 feet;":. g Y� g Y � r.-_ 3.1 The Soils Cross Section from the borings is generally as follows:' Topsoil to 2" to 6" 'k 1 Locally Subsoils; SILT and fine SAND to about 2 feet, loose frost disturbed soils Fine to Fine to medium SAND, trace to little Silt to 12 to 16 feet below grade, loose to medium compact Varved CLAY and SILT to 100+ feet, soft to medium stiff 3.2 The Water Table was at 3 to 6 feet below the below the existing grades at the completion of the borings. 4.0 The Criteria for Foundation Type and Loading are normally as follows! 1. The maximum total settlement shall not exceed 1" and the maximum differential settlement shall not exceed V2 the maximum settlement. 2.The foundation and structure design must address seismic requirements of the building code. 3. The Slab on Grade must not settle differentially more than 1/2" in excess of the structure subsidence. These criteria are those normally applied to structure of similar character.If the structural engineer or owner has other criteria, the writer should be notified for possible supplemental input. 4.1 Regarding item 2 (above) the IBC site soils classification is "E". The mapped MCE spectral accelerations for the site are Ss=0.273 for a short period, and S 1=0.085 for a 1 second period. For transfer of ground shear into the soils the friction factor between the concrete and the soil can be 0.55. 5.0 Regarding Foundation Type the logical type will be spread footings.The footings can be placed on the natural soils at least 3.5 feet below final grades (required frost depth), and at least 2.5 feet below existing grades, or on a controlled fill placed after the removal of any existing fills, topsoil, and frost disturbed subsoils(assumed at least 2.5 feet below existing grades).Controlled fills should conform to section 6.0 below and should extend outside of foundations for a distance equal to at least the depth of fill beneath foundations. There should be a minimum 6" layer of 3/8" crushed stone beneath footings and beneath controlled fills where on a wet sub grade. The stone will provide a stable base and a medium for temporary dewatering of the footing sub grade. The stone should e placed immediately after the excavation to sub grade is made with flat bladed bucket. Adait o al stone thickness may be required where foundations extend below the wat((e♦r a ble. 5.1. The allowable net bearing pressure for spread footings placed either on the crushed stone over the natural soils or on the controlled fill can be 1.5 Tons/sf The minimum footing width for walls footings shall be 2.0 feet and the minimum column footing shall be 3 feet x 3 feet. v 2 5.2 The Frost Protection Depth (by code) is 3.5 feet below finish grades in areas, which are exposed to weather. 5.3 The lateral loading on retaining walls (if any) which are a part of the structure shall be with at rest pressure using the pressure coefficient cited in section 5.4 below. 5.4 The following is the design parameter summary: Varhiiicti` Soil Weight (Backfill) * 125 pcf At Rest Coefficient 0.45 Active Coefficient 0.28 Allowable Bearing Pressure 3,000 psf Frost Protection Depth 3.5 feet Sliding Coefficient 0.55 IBC Site Soil Classification "E" Mapped MCE Spectral Acceleration SS 0.273 (for a short period) Mapped MCE Spectral Acceleration Ss 0.085 (for a 1 second period) * Based on gradation cited below 6.0 Regarding Controlled Compacted Structural Fill,Slab Underlayment(to within 4"of slab), and Backfill of Excavations the material shall conform to the following gradation or be 3/8" crushed stone. Min 100 3.5" 50 - 100 3/411 25 - 75 No.4 The fraction, passing the No.4 sieve shall have less than 10%, passing the No. 200 sieve. 6.1 All backfill and fill must be compacted to at least 95% of modified optimum density. 3 6.2 There should be a minimum 16" layer controlled fill conforming to section 6.0 above beneath f the floor slab. The 4" layer directly beneath the slab on grade in the office and living space shall be with 3/8" crushed stone. In the truck bay areas there should be a minimum 8" layer of processed aggregate base directly beneath the floor. 7.0 Regarding Earthwork the soils are in OSHA Class C and all excavations'deeper than 5 feet, which are unshored, must be cut back to slopes less than 34". , 8.0 Regarding Pavement Construction there himt t3 trash l l�' ~gr vely itL�idse tiet Qath Fl pavemenfseetidbs.The gravel subbase should be material which conforms to section 6.0 above. The initial preparation for pavement construction will include stripping of topsoil and subsoils and .,:compacting the sub grade with at least 6 passes of a vibratory roller with a minimum-static.:weight ,,,of-15 Tons. It is presumed the pavement grades will be at or above the existing grades and th&high water table would be at least 3 feet below the finished pavement grades. 8.1 The recommended pavement sections atop the gravel subbase are as follows: For.passenger car parking: 2.5" Bituminous Concrete on 6" Processed Stone Base For Fire Truck Access areas: 5.0" Bituminous Concrete on 8" of Processed Stone Base., 8.2 For the design of concrete pavements the sub grade modulus atop the 8"of processed base would be at least 250 pci.The required concrete thickness in areas used by Fire Apparatus would typically be about T'. 9.0 Regarding the effects of areal loading on the deep clay stratum, the clay has been pre- consolidated in past geologic history. This pre-consolidation reduces (but does not eliminate) the propensity to consolidation. With an areal loading from 3 feet of filling (about 400 psf or 0.20 Ton/sf) the estimated maximum settlement due to clay consolidation would be about 1". This settlement would occur at the center of the filled area(center of building). The settlements at the edge of the filled area would be about V2 of the above amount.The additional stresses within the clay stratum from structural footings loadings would be minimal. The above settlements would be in addition to the normal elastic settlements which will occur in the sand. The settlements in the sand would be less than 3/4" and would occur as the loading is placed. About 90%v of the clay consolidation would be over a period 18 months. While the total settlements (sand + clay consolidation), with the 3 feet of fill on the site, may exceed the above criteria the differential settlement between columns would probably not exceed 1/2" (i.e.<</2" in 50 feet). The estimated settlements are not untypical of many nearby structures,which have been elevated above the existing grades. The performance of such buildings has generally not been affected, either functionally or aesthetically. With the actual floor slab elevation and site grading within 2 feet of the existing grades the foundation and floor slab settlements would be within the Performance criteria cited in section 4.0 above. 4 10.0 This report has been prepared for specific application to the subject project in accordance with { generally accepted soil and foundation engineering practices. No other warranty,express or implied, is made. In the event that any changes in the nature, design and location of structures are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. The analyses and recommendations submitted in this report are based in part upon data obtained from referenced explorations.The extent of variations between explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. Dr.Clarence Welti,P.E.,P.C.,should perform a general review of the final design and specifications in order that geotechnical design recommendations may be properly interpreted and implemented as they were intended. t If you have any questions please call me. Very truly your Clarence Welti Ph.D., P. E. President, Dr. Clarence Welti P.E.; P.C. 5 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.0. BOX 397 NEW FIRE&AMBULANCE FACILITY LOCATION rr GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE t_. TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSET HOLE NO. B-1 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START- 3/2O/O6 SIZE I.D. 3.75" 1.375" DATE N.COORDINATE AT 4.0 Fr.AFTER 0 Flourts HAMMER WT. 1401bs FINISH ITAMMER FALL, 30" E.COORDINATE AT FT.AFtER HouRs ATE 3/20/06 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV. 1 1-0-2-2 0.00'-2.00' TOPSOIL 25 BR.FINE-MED.SAND,LITTLE SILT 2 3-4-4-4 2.00'-4.00' 3 4-4-6-6 4.00'-6.00' 10 4 3-3-6 10.001-11.50, GRAY VARVED CLAY AND SILT 13.5 15 5 1-2-2 15.00'-16.50' 20 6 1-2-2 20.00'-21.50' ...... BOTTOM OF BORING @ 21.5' 21.5 25 30 LEGEND:COL.A: DRILLER: GRAVES SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPL.IT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITI'LE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-1 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY LOCATION GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT AUGER CASING SAMPLER CORE BAR. or•Fsur SURFACE ELEV. HOLE NO. B-2 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.375" N.COORDINATE AT 6.0 FT.AFTER 0 HOURSDATE 3/21/06 HAMMER WT. 1401bs E.COORDINATE AT FT.AFTER HOURS FINISH 3/21/06 HAMMER FALL 30'. DATE SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV. 0 1 1-0-1-0 0.00'-2.00' TOPSOIL 17 BR.FINE-MED.SAND,LITTLE SILT 2 1-0-1-3 2.00'-4.00' 3 3-5-6-6 4.00'-6.00' 5 ... 10 • 4 2-3A 10.001-11.50, 15 5 3-3-3 15.00'-16.50' GRAY VARVED CLAY AND SILT 16.0 20 6 2-1-2 20.00'-21.50' BOTTOM OF BORING @ 21.5' 21.5 25 30 i LEGEND:COL.A: DRILLER: GRAVES SANIPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: 'TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-2 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY LOCATION GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT. AUGER CASING SAMPLER CORE BAR. 01-FSE'I' SURFACE E!Ev. HOLE NO. B-3 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 3/20I06 SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS DATE HAMMER WT. 1401bs E.COORDINATE AT FT.AFTER HOURS FINISH3/2U/06 I4AMMER FALL 30" DATE SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV. 1 2-2-3-3 0.00'-2.00' TOPSOIL 33 BR.FINE-MED.SAND,LITTLE SILT 2 5-6-6-8 2.00'-4.00' 3 5-6-6-7 4.00'-6.00' 5 :.: 10 . 4 4-3-3 10.001-11.50, GRAY VARVED CLAY AND SILT 14.0 15 5 2-3-3 15.00'-16.50' 20 :.: 6 1-1-1 20.00'-21.50' BOTTOM OF BORING @ 21.5' 21.5 25 30 LEGEND:COL.A: DRILLER: GRAVES SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPOPTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-3 i CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY LOCATION f GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT SURFACE ELEV. AUGER CASING SAMPLER CURE BAR. OFFSET 1iOLF.NO. B-ej TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 3/2O/06 SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS DATE HAMMER WT. 1401bs E COORDINATE AT FT.AFTER HOURS FINISH 3/20/06 HAMMER FALL 30" DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTI I +REMARKS 0 1 1-1-3-3 0.00'-2.00' ... TOPSOIL 50 = : BR.SILT AND FINE SAND 2 4-4-7-7 2.00'-4.00' BR.FINE-MED.SAND,LITTLE SILT 2.0 3 8-8-9-8 4.00'-6.00' 5 ::. 10 4 4-5-6 10.00'-11.50' :. GRAY VARVED CLAY AND SILT 12.0 15 ••• 5 1-2-2 15.00'-16.50' 20 :. 6 2-1-1 20.00'-21.50' . e 25 7 2-2-1 25.00'-26.50' 30 8 1-1-2 30.00'-31.50' LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 2 HOLE NO. 134 CLIENT PROJECT NAME CLARENCE WELTI ASSOC.,INC. NEW FIRE&AMBULANCE FACILITY P.O. BOX 397 LOCATION {{ GLASTONBURY, CONN 06033 625 SULLIVAN AVENUE l.� TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH +REMARKS 9 2-1-2 35.00'-36.50' 40 10 1-2-2 40.00'-41.50' 45 I 11 2-1-2 45.00'-46.50' 50 12 1-2-2 50.00'-51.50' ... BOTTOM OF BORING @ 51.5' 51.5 55 60 65 ti 70 75 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 2 HOLE NO. B-4 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY LOCATION GLASTONBURY,CONN 06033 , 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSET HOLE NO. B-5 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 3/21/06 SIZE I.D. 3.75" 1.375" N.COORDINATE AT 5.0.FT.AFTER 0 HOURS DATE HAMMER WT. 140ibs E.COORDINATE AT FP.AFTER HOURS FRJtsH 3/21/06 HAMMER FALL 30" DATE SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV. 0 1 1-0-1-1 0.00'-2.00' : TOPSOIL 7 BR.FINE-MED.SAND,LITTLE SILT 2 2-2-24 2.00'-4.00' 3 4-3-4-4 4.00'-6.00' 5 10 4 6-4-4 10.001-11.50, GRAY VARVED CLAY AND SILT 13.0 15 5 2-4-5 15.00'-16.50' 20 6 1-2-1 20.00'-21.50' ... BOTTOM OF BORING @ 21.5' 21.5 25 30 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEEP 1 OF 1 HOLE NO. B-5 d CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY .O. BOX 397 LOCATION { GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. HOLE NO. B-s TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.375' DATE 3/20/06 N.COORDINATE AT 4.0 Fr.AFTER 0 HOURS HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH E.COORDINATE DATE 3/20/06 HAMMER FALL 30" --l- I I DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH +REMARKS , 0 1 1-1-3-4 0.00'-2.00' TOPSOIL 42 BR.FINE-MED.SAND,LITTLE SILT 2 6-4-5-4 2.00'-4.00' 3 5-5-5-5 4.00'-6.00' 5 10 4 4-5-5 10.00'-11.50' GRAY VARVED CLAY AND SILT 13.5 15 5 1-2-2 15.00'-16.50' 20 ... 6 1-1-1 20.00'-21.50' BOTTOM OF BORING @ 21.5' 21.5 25 30 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LIT11E=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-6 i CLIENT PROJEC"f NAME LARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY .O. BOX 397 LOCATION iCGLASTONBURY, I CONN 06033 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSFT [IDLE NO. B-7 TYPE HSA SS LINE R STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.375" DATE 3/21/06 N.COORDINATE AT 3.0 Fr.nrrER 0 tlotms HAMMER WT. 1401bs AT FT.AFTER t+OURS FINISH HAMMER FALL 30" E.COORDINATE DATE 3/21/06 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV. 0 1 1-1-1-1 0.00'-2.00' :: TOPSOIL 08 BR.FINE-MED.SAND,LITTLE SILT 2 3-34-4 2.00'-4.00' 3 6-5-6-7 4.09-6.00' : 5 I ! 10 4 6-5-6-7 10.001-11.50' . 15 5 1-1-2 15.00'-16.50' . ....... GRAY VARVED CLAY AND SILT 16.0 20 6 1-1-1 20.00'-21.50' BOTTOM OF BORING @ 21.5' 21.5 25 30 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-7 • 1 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY .O. BOX 397 LOCATION ( iNGLASTONBURY, CONN 06033 + 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSET HOLE NO. B-8 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START N.COORDINATE AT 4.O FT.AFTER O HOURS SIZE I.D. 3.75" 1.375" DATE 3/21/06 HAMMER WT. I I I1401bs E.COORDINA"FE AT FT.AFTER HOURS FINISH 3/21I06 HAMMER FALL I 1 1 30" DATE DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH +REMARKS 0 1 1-1-2-4 0.00'-2.00' TOPSOIL 50 BR.FINE-MED.SAND,LITTLE SILT 2 4-5-6-7 2.00'-4.00' 3 8-8-7-8 4.00'-6.00' 5 11 10 4 5-5-6 10.001-11.50, BOTTOM OF BORING @ 11.5' 11.5 15 20 25 30 15 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORF. U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0.10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-8 A CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. .O. BOX 397 NEW FIRE&AMBULANCE FACILITY GLASTONBURY,CONN 06033 LOCATION 625 SULLIVAN AVENUE TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT AUGER CASING SAMPLF..R CORN BAR. OI'I'SET surtrncE e1 Ev. MOLE NO. B-9 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START, SIZE I.D. 3.75" 1.375" DATE 3120/06 N.COORDINATE AT 4.0 FT.AFTER 0 tlouRs HAMMER WT. 1401bs AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 3/20/06 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTI I +REMARKS 0 1 1-1-3-4 0.00'-2.00' ... TOPSOIL .42 BR.SILT AND FINE SAND 2 4-5-5-8 2.00'-4.00' BR.FINE-MED.SAND,LITTLE SILT 2.0 3 5-5-5-7 4.00'-6.00' 5 1 1 ... GRAY VARVED CLAY AND SILT g'0 10 4 3-3-3 10.00'-11.50' BOTTOM OF BORING @ 11.5' 11.5 15 20 25 30 3-5 LEGEND:COL.A: DRILLER: GRAVES INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CURE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-9 s s � ••i • I , 11 . 7r .r.r .... ,.,� � •mow �.� • • rrrr� �1 �� `pis/ ',�.,.✓ r r ► ir,de , IA AII . TO Stormwater Management Summary •DESIGN LLc 625 Sullivan Avenue South Windsor, CT RECEIVED December 14,2006 DEC 14 2006 5outn vVlndsor INL,"D WETLANDS AGENCY CONSERVATION COMMISSION The site is located on the southwest side of Sullivan Avenue (Route 194). The 7.6- acre parcel slated for development is currently undeveloped, primarily wooded, with multiple wetlands. The development involves the construction of a Fire and Ambulance Facility with associated parking and drives. Existing Drainage The site is relatively flat. Site topography generally falls between Elev 86 and Elev 88. Several wetlands are identified onsite, the primary ones occupying the northwest and southwest corners of the site. A drainage ditch, also identified as wetlands, runs from the southeast corner of the site, along the east property line to Sullivan Avenue.. The most elevated area (Elev 88) in the central portion of the site drains to the perimeter wetlands. The site is characterized by thick vegetation, depressions, and _ permeable soils that encourage onsite ponding and recharge. With the exception of larger storm events very little runoff generated on the property would be expected to exit the site. Groundwater is expected to be encountered between 3 an grade. d 6 feet below Proposed Drainage and Stormwater Management The proposed development will occupy the bulk of the northern portion of the site and will add 1.90 acres of impervious surface. The ditch along the east side of the property, the southern wetlands, and over half the northern wetlands will be preserved. Wetlands mitigation areas are proposed to offset any remove wetlands. The design intent is to maintain existing drainage patterns, including the high degree of infiltration, and to prevent an increase in peak runoff rates to the property lines. A detention basin with forebay will be used to control peak rates, provide water stormwater treatment, and allow stormwater infiltration. Where onsite drainage areas near wetlands have been reduced, roof runoff will be used to ensure recharge. The proposed stormwater management-system has been designed to comply with the 2004, Connecticut DEP, Connecticut"Stormwater Quality Manual. Due to the proximity of wetlands, the following concepts have been incorporated into the design. saph%st%cated cote pes�gw iOld Post Office Plaza • With the exception of approximately 3500 SF, runoff from all onsite paving 114 West Main Street Suiuite 201 will be directed to the detention.basin .for treatment. The'forebay has been New Britain,CT sized to hold 25% of the WQV. -The basin has been designed with a six inch 06051 P:860-612-1700 F:860-612-1757 todesignllc.com Printed on Recycled Paper TO "wet" bottom below the lowest drain point. All catchbasins will have four DESIGN LLC foot sumps to promote capture of heavy suspended solids. The 3500 SF of paving that is not routed through the detention basin is routed through a hooded, deep sump catch basin. All catchbasins will have four foot sumps to promote capture of heavy suspended solids. All outfalls for the stormwater management system will have outlet protection, either in the form of rip-rap aprons or vegetated plunge-pool level-spreaders. The storm sewer system proposed for this site has been developed in accordance with the CT DOT Drainage Manual. The pre and post-development runoff comparisons were made using TR-55 Hydrographs. The site has been assigned a soil type of"A". The onsite storm sewer system is designed for a 25-year storm event. The detention basin has been designed to route up to a 100-year storm event. Please find the following attachments: 1. Pre and Post Development Drainage Area Summaries 2. Drainage Area Maps = 3. Storm Sewer Calculations 4. Pre and Post Development TR-55 Calculations 5. WQV Calculation and TST Sizing Calculation • 6. Erosion Mat Specifications (level spreader) and Calculations 7. Rip Rap Sizing Calculation 8. Exfiltration Rate Calculation 9. Soils Map 10. Geotechnical Study for Proposed Fire and Ambulance Building, 4/5/06, Dr. Clarence Welti, P.E.,P.C. �g%pF C01%,, s �s G. Mark G. Smith, P.E. -o 0.'sI011 ®E'ER! soph"sst�cAted site pes%gw •Old Post 114 West Main Sheet Suite 201 New Britain,CT 06051 P:860-612-1700 F:860-612-1757 todesigni1c,com Printed on Recycled Paper I t jF-J; n�cs=,� 'If � �.�• f o � t I i I i � //�� } o ! / c�x� I / i f � ~r __ J'- �_��___.____�'� , � I;.m _1,r.�> I .�,.:e'cF.n� .�/ r� _,�L rg"�•'�r �.� .'°'w.»•m �_rr, � � - 1 �i_"_I �(1 1 I! )} Am+� �� � xLIIVAN FA L UE AKA - m•=res , ,w ` � ._�� -"„ �._ � __�a �enar t2 c°ware �%c � �-m..a• I I ttar.m, . 6,' 194 - I __ i r ___ __ `g 44_e__=� _� �<<�I�w'�x. r� I 1 a.-a>.�•t� } � aasr - 1 «,, av-nis<•cro \ a•,w«,r -. �' .I°rx�> _�,--- - --�-_ ------ ------- -_--__-----= __'--_ � �� --•:_. gULLIVAN AVENUE s.. _--___-_ -_____ ____ __'_____- - _ AKA e _ �i20U 194 r �+' � - _ gib; �--,�' ' — ----- - -- i - � a.•_ - -- i �I \ o ,� e,.r `� m , .race i 1 \\� . ':a.•� ,� , , � ��,,�° + —� t -----C{jMMERCIAt- a. 289 72d,7 SF ---- 6.65 Acres Sj OPEN O \ ❑ ❑ r I� M,� SPACE . \( �+ `' ❑ ❑ _ ', / / ' 600,181.7SF I�. � �! (\ 13.78 Acres r ` G�I�I 1 FIRE�AN9-_ \ AMBPO NCE i \`_, . . ,FRILLY PARCEL---. 11 4.45 Acres -- - = - lid •(, fit, � � '--� _\\ =ar JACUNSKI HUMES ,�V�1�1��,/e�1+ T�1�,tea ` i (' J ``` NPp•f r'a9M t _—_ ARCELLIL�Ll1i�l.� S,LLC ( 15 MASSIRIO DRIVE ——— SurrE 101 --- i i j DATA TABLE - COMMERCIAL PARCEL DATA TABLE - FIRE HOUSE PARCEL B�'C'�37 —— —— —— �' ' \ WM 860.828-9221 MAP 111 PARCEL44 ZONING INFORMATION FAX W"28-9228 MAP 111 PARCEL44 ZONING INFORMATION ZONE: GC-GENERALC.OMMERCI REQUIRED EXISTING PROPOSED ZONE:GC-GENE USE WA COMMERCIAL RALCOMMERCI REQUIRED EXISTING PROPOSED LEGEND BUILDING AREA(FOOTPRINT) WA USE WA FIRE&AMBULANCE BUILDING AREA(FOOTPRINT) - WA 24,306 SF EXISTING PROPOSED LOT COVERAGE(B 193,745.8SF/4.45 AC. DATA TABLE - OPEN SPACE PARCEL LOT AREA ��SF 289,728.7 SF/6.65 AC. LOT AREA 30,000 SF _�PROPER"UNE LDGS:) 30%MAX. 0% LOT COVERAGE(SLOGS.) 30%MAX. OX 12.5%- --- YARD UNE IMPERVIOUS COVERAGE 65%MAX. 0% -IMPERVIOUS COVERAGE 65%MAX. 0% -vY WEIAND LIMIT MAP 111 PARCEL44 IMPERVIOUS COVERAGE IMPERVIOUS COVERAGE 38 4%" ®. PROPOSED EXCLUDING WETLANDS 85Ys 0% EXCLUDING WETLANDS5.0%- BUILDING ZONE:GC-GENERAL COMMERCIAL - 65X MAX.MA% 0% Overall Plan USE OPEN SPACE LOT FRONTAGE 1y0• ® FLOOD ZONE AE LOT FRONTAGE TOTAL PARCEL AREA LOTDEPTH 1W' 150' 444' FLOOD ZONEX WETLANDAREA 660,161.7SF/.38AAC. FRONT YARD �, 221' FRONT YARD 150' 8-3 •-�- FLOOD LINE 364,833.2SF/8.4AC. SIDE YARD 507 FRONT YARD 50' 78.3'UPLAND AREA 235,348.56F/5.4 AC. 70� 10' SIDE YARD -- REARYARD 1IF HEIGHT 15' - REAR YARD 5Y 15 40'MAX. HEIGHT 123 PARKING SPACES 40�MAX. 2W ' PARKING SPACES «. 446 *LOT COVERAGE(BLDG.)CALL. (24,366 SF/193,745.6 SP)x 100.12.5% IMPERVIOUS COVERAGE CALL. PROJ.N0. DRAWING N0. IMPERVIOUS AREA(PAVEMENT AND BLDG.).1.71 AC 5033A-L (1.71 AC/4.45.AC)x 100.38.4% 16 - "'IMPERVIOUS COVERAGECALC.EXCLUDING:WETIANDS 0.71 AC/3.8 AC)x100.45.0% so SCALE 1 _� .� - USE NOT LISTED IN CODE SECTION 6.4 FOR MINIMUM REQUIRED PARKING SPACES. DATE. r.6a May It.zoos L 1�� I A -_ 7 -_��1 I 7l J ---~ I I --•-+ %� //t i ! Ii+ I �i '' '� ,0 .m� �x«°-.R ! - �+�ro � �'"'� I �% i� // f o ( .�,c m ,:F;,'�`n �+•i�i �n n�.��o �.- f � `1 �1 � = J- �� I E, v � � I I -s�:m•aa,ni' '! ;or�'„�`,x" �` r c+v,'��`m - ,aE� c� p.n.s 'r cs� ' ro l.j" `m.,( I E t I I i Brow«Iro _ - c2 , z SULLIVAN aAVE UE AKA ROUTFq 194 � i ,v-sv.,r R�xs<• x-w. nx.n' �- �---- -- - ---.,., o® --- _ - ----_- - _ - ----,- , eur.t - _- $ULLIVAN AVENUE -`-ROUT 194 _ ----- , sR t \ ---GOMMFRCIAt gas 72$17 SF - 6.65 Ares OPEN ff, — '� M,� „e SPACE Iy I °" 600,181.7 SF £t _ L O �A 13.78 Acres =�.® A t '0'\ IS API i I,ti FIRE�ANR-_ I M1\,xx AMBOLANCE — r� •��tFA�CILO PARCEL 1 183,745.6 SF ;4.45 Acres �, �t �'i`• >a.3t. --'=�J-��---==ter � ¢ �T T '� m,. � ✓ - JACUNSSK�I(lrH+�UM�FSS ARCHLL ll!L,1.,Jl S,L�IL.C p i i 15 MASSIRIO DRIVE SI1TrE 101 1 sERUN,Cr 06037 i DATA TABLE-COMMERCIAL PARCEL DATA TABLE- FIRE HOUSE PARCEL M860-28-9221 y I FAX 86D828-9223 MAP m PARCEL44 ZONING INFORMATION MAP 111 PARCEL 44 ZONING INFORMATION LEGEND ZONE: GC-GENERAL COMMERCIALREQUIRED EXISTING PROPOSED ZONE:GC-GENERAL COMMERCIALREQUIRED EXISTING PROPOSED USE WA COMMERCIAL USE WA FIRE&AMBULANCE EXISTING PROPOSED BUILDING AREA(FOOTPRINT) WA - BUILDING AREA(FOOTPRINT) WA 24,306 SF PROPERTY LINE LOT AREA 30,000 SF - 289.7281 SF/6.65 AC. LOT AREA 30,000 SF -- 193,745.6SF/4.45AC. — VARDUNE DATA TABLE - OPEN SPACE PARCEL LOT COVERAGE(BLDGS.) 30%MAX. D% LOT COVERAGE(BIDGS.) 30%MAX. 0% 12.5%' _— wEruwouMrt IMPERVIOUS COVERAGE 66%MAX. O% IMPERVIOUS COVERAGE BS%MAX 0% 38.4%- —Y-v- BUILDING IMPERVIOUS RAGE - IMPERVIOUS COVERAGE MAP 111 PARCEL 44 EXCLUDING WETLANDS 65%MAX' pX EXCLUDING WETLANDS65 ' ' p" 45•0%— ft000 ZONEAE ZONE:GC-GENERAL COMMERCIAL PROPOSED - LOT FRONTAGE 150' 984 LOT FRONTAGE 15p' 444' FLOOD ZONE X Overall Plan USE OPEN SPACE LOT DEPTH 150' 221' LOT DEPTH 15p 295' ---- FLOOD LINE TOTALPARCELAREA 600,181.78F/13.78AC. FRONT YARD 1. Sp FRONTYARD 5V 78Z WETLAND AREA $64,833.2 SF 18.38 AC. SIDE YARD 10, 10, - SIDEYARD 10, ST UPLANDAREA 235,348.5SF/5.4AC. REAR YARD 15 1S REAR YARD 15 12V HEIGHT 40'MAX. HEIGHT 40'MAX. 26'.4• PARKINGSPACES PARKING SPACES — 46 - LOT COVERAGE(BLDG.)CALL. (94,306 SF 1193,745.6 SF)x 100.12.5% PRO L NO. DRAWING NO. IMPERVIOUS COVERAGE CALO 5033A-L IMPERVIOUS AREA(PAVEMENT AND BLDG.)-1.71 AC (1.71 AC/4.45 AC)x 100-38.4% so 0 1p120 SCE' I'=6V - '•'IMPERVIOUS COVERAGE CALL.EXCLUDING WETLANDS (1.71AC/3AAC)x100.45.0% ��� a/ e '••'USE NOT LISTED IN CODE BECTON 6.4 FOR MINIMUM REQUIRED PARING SPACES. DATE: 1'.60' May 11,2009 + - .-'--r I �v m 1 , ll-�/ rm'• ro,,:rx n-:",gin w w: m _s°° ,•a, - 1 ! I I + Cm �M, _ ..azs -- �_ - E ` €; 1 i Ib::a t`c .•, ' _«.�,�9 a, c�,a _,]3ao.�r<al ;s cn �, /'"_]�" ,rb+.�1 1 1 vJ j 1 I I i _ SULLIVAN JAVE UE AKA ROUTE) 194N - o-s - �-aAVENUE_ — �,wg°,aaa1 oa c+°,°>r /:- ,ws- -;-, -__ _ __-____c___ ___________ __ - - ' GUT 194 • ,°,.w.<.•rot �..�'�.; ,���� r ---------- IV � - - ----- - ' t \ ] ° $4 iti..x.,,x , 11 i `.F�" ^, @ }a" u 289,726,7 SF t `- 6.65 Acres ! �,'� __ _ f x` '�/ , d'as '`1` ♦ u�, '� I } 1 'G �. I a® R, ! > OPEN ►� M,� ,� SPACE I p ❑ 1 �.' ,� 600,181.7 SF j h, 167 I El ❑ _ ;` '; // 13.78 Acres `I h I1 ; - 1'I + FIRS-AND: AMBJJLANCE i - i t` ►C,~ I a .\] FACILItY PARCEL 19'3,745.6 SF 4.45 Acres ! •;-�'�= ----=y`�� >0., `� � n C__u L JACUNSKI HUMPS i I' �" �� „v. �,]•�a, t —— ARCHrMCTS,]LdL.0 -` 1 15]1fASRM DRIVE _ ` 1 SurrE 101 ` MUN,Cr 06087 DATA TABLE- COMMERCIAL PARCEL DATA TABLE- FIRE HOUSE PARCEL W1860.828-9221 ! FAX 860528.9228 MAP 111 PARCEL4a ZONING INFORMATION MAP 111 PARCEL44 ZONING INFORMATION LEGEND I IJ , S ZONE: GC-GENERAL COMMERCIAL REQUIRED EXISTING PROPOSED ZONE: GC-GENERAL COMMERCIAL REQUIRED EXISTING PROPOSED USE WA COMMERCIAL USE WA FIRE&AMBULANCE EXISTING PROPOSED BUILDING AREA(FOOTPRINT) WA BUILDING AREA(FOOTPRINT) WA '24,306 SF PROPERTY LINE LOTAREA 30,000 SF - 269,728.7SF/6.65AC. LOT AREA 30,OOBSF - 193,745.6SF/4A5AC. ___ YARD LINE DATA TABLE- OPEN SPACE PARCEL LOT COVERAGE(BLDGS.) 30%MAX. 0% LOT COVERAGE(SLOGS.) 30%MAX. 0% 12.5%' —y—.r— WETLAND LIMIT IMPERVIOUS COVERAGE 65%MAX. 0% IMPERVIOUS COVERAGE 65%MAX. 0% 36.4%^ BUILDING IMPERVIOUS COVERAGE - IMPERVIOUS COVERAGE MAP 111 PARCEL44 EXCLUDING WETLANDS 65%MAX. O% EXCLUDING WETLANDS 65%MAX. 0% 45.0%— FLOOD ZONE AE Overall Plan ZONE: GC-GENERAL COMMERCIAL PROPOSED LOT FRONTAGE 150' 984' LOT FRONTAGE 15W 4" PLOODZONEX USE OPEN SPACE LOT DEPTH 15W 221' LOT DEPTH 15W 295' - - FLOOD LINE TOTALPARCELAREA 600,181.7 SF 13.78 AC. FRONTYARD 50' BY FRONTYARD 50' 78.7 WETLANDAREA 364,833.2SF/8.38AC. SIDEYARD I SIDEYARD 10, 52' UPLANDAREA 235,348.55F/SAAC. REARYARD 1IF 15, REAR YARD 15, 12V HEIGHT 4V MAX. HEIGHT 40'MAX. 29'-4' PARKING SPACES PARKING SPACES •" 46 •LOT COVERAGE(BLDG.)CALC. (24,W6 SF/193,745.6 SF)x 100-12.5% PROD.N0. ORANING NO. "IMPERVIOUS COVERAGE CALC. 5033A-L IMPERVIOUS AREA(PAVEMENT AND BLDG.)-1.71 AC I* - (1.71 AC 14.45 AC).x 100-38.4X SCALE: (•-5p' -IMPERVIOUS COVERAGECALO.EXCLUDING WETLANDS (1.71AC/3.BAC)x100-45.0% � DATE: �_� -� USE NOT LISTED IN CODE SECTION 6.4 FOR MINIMUM REQUIRED PARKING SPACES. 1•-80' May 11,2009 Appl 09-16P, TOSW Fire & Ambulance Facility 765 Sullivan Avenue PH 5-12-09 Planning Department Report 1. Request for Special Exception to Article 4.1.1A.and site plan of development approval for a new fire and ambulance facility at 765 Sullivan Avenue, GC zone. r_,^t=���s; minimum lot size allowed is 3/ acre. Lot frontage is 444 feet, 150 feet required. Impervious coverage is 38%, 65% allowed. 2. Special Exception criteria include: a. The proposal is consistent with the goals and objectives of the Plan of Conservation and Development. b. The application has met the requirements of the zoning regulations. c. The land is physically suited to the proposed use. d. Minimal, if any, adverse environmental impacts are created. e. No traffic or other hazards will be created. f. The impacts on the capacity of the present and proposed utilities, street, drainage systems, sidewalks, and other elements of the infrastructure will be minimal. g. There will be minimal or no adverse effects on existing uses in the area. h. Surrounding property values will be conserved. i. The character of the neighborhood will be maintained or minimally disrupted. j. The general welfare of the community will be served. k. There is a balance between neighborhood acceptance and community needs. 1. Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated. m. The overall physical appearance of the proposed development is compatible with surrounding development and the Commission's goals for the neighborhood/corridor. i n. The architectural design is aesthetically pleasing and blends well into the surrounding area. The Commission may impose additional conditions in accordance with these regulations in order to ensure that all applicable criteria enumerated above and/or within a particular use category are satisfied. 3. The are t o curb s pr s d. Th . hem is fo exiti . of e e e ehi s d f fir res, and son fire all. I u ent ce in 'ca v , fir dep . v ante s nl al u thes par g s of h he fi us f oth e de b sines e sout e curb c will be fo e p lic staff an will all for two-way traffic. 4. There are no established parking requirements for this use. For uses not listed in the zoning regulations, the Commission determines the appropriate number of spaces based on similarity to the listed uses and/or standards av it le fr�J ah �p �-fe recognized authorities. In this case, the architectural firm ou`�dve a good understanding of parking needs for fire and ambulance facilities. 5. The building is identical to the building approved by this Commission at 625 Sullivan Avenue in 2007. Architectural and Design Review Committee reviewed the facility at that time and reported that they were very satisfied with the proposal. 6. Parking lot lighting consists of standard shoebox lights, full cutoff, with 20'poles. Walkway lighting is provided with full cutoff bollards. Building lighting is a mixture of full cutoff fixtures and decorative fixtures that are open on the top and bottom, thus not cutoff fixtures. There is a fair amount of uplighting along the front of the building and spotlit trees on the patio. The specifications for the uplighting appear to conform to our lighting requirements. The lighting plan shows three wall-mounted fixtures on the east side of the building that have extremely high fc measurements—as high as 153 fc. If these numbers are accurate, those areas will be extreme bright spots—which our lighting regulations are designed to avoid. a-- A ae- alk ed1- +u- 7. Proposed parking lot landscaping conforms to the zoning requirements. 8. The proposed detention basin is located off the street and will be designed to have a wet bottom. 9. There are regulated wetlands on site. The application was heard by IWA/CC on May 6; their hearing is continued until May 20, so we will need to keep this hearing open until IWA/CC has acted. 2 10.Signage is shown on the front of the building. The proposed sign is in conformance with signage regulations. 1 l.The Fire Marshal has reviewed the plans and requested that the fire hydrant be moved to the same side of the street as the firehouse. 12.Public water and sewer are available. Water Pollution Control Authority approval is required. B.There is a screened concrete dumpster pad shown in the northeast corner of the site. If this project is approved, the Planning Dept requests that the Planning Dept review comments dated May 4, 2009, be addressed. UPDATE May 26, 2009 1. The IWA/CC approved this application on May 20 with no unusual approval conditions. 3 �0ym N Se4 To� O-P S-0� V&U&01t S � �0 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �r�osoR•co TELEPHONE (860) 644-2511 August 18, 2009 Mr. Glen Martin TO Design LLC 114 West Main Street Ste 201 New Britain, CT 06051 Dear Mr. Martin: Re: Preconstruction Meeting Minutes: Appl. 09-16P, South Windsor Fire and Ambulance Facility located on 232 West Road. DATE OF MEETING: 7/31/09 IN ATTENDANCE Bob Dwyer Manager/Cutter 860-871-2839 David Nets Project Manager/Cutter 860-690-7107 David B. Duff Suburban Sanitation 860-623-3078 Don Schaefer CL&P 860-871-3442 Laurie Tait Yankee Gas 860=292-2249 Mike Gantick TOSW Public Works 860-644-2511 x242 Karle Reichle TOSW Town Garage 860-644-8027 Bob DeVito TOSW Health Department 860-644-2511 x248 Michael Rose TOSW Building Department 860-644-2511 x233 Bernie Drabek TOSW Engineering 860-644-2511 x241 David Mauldin TOSW Fire Marshals Office 860-644-8547 Jeff Doolittle TOSW Engineering 860-644-2511 x245 Michele Lipe TOSW Planning 860-644-2511 x252 Glen Martin TO Design 860-612-1700 Mark Smith TO Design 860-612-1700 Scot Deluca AT&T scot.deluca@att.com Jan Wcjas JHA 860-828-9221 Laurie Fiore Yankee Gas fiorelc@nu.com The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Environmental Planner for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction a crushed stone tracking pad may need to be installed and maintained to minimize tracking of dirt/gravel on to West Road Calcium chloride or water is to be used for dust control as required. 4. Install and stabilize the detention basin and swale on site first. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work on West Road with inspections and testing per Developers Checklist for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checilist d. Placement of bituminous concrete, two (2)inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 4. Certification of all products used -- storm pipe, structures, pavement, oil/grit separator and sewer grinder pump,system shall be presented to the Town Engineer prior to installation. 5. Two (2) weeks' notice must be given prior to placing the finish pavement course. This is to allow for inspection and correction measures (of necessary) of the infrastructure, prior to final pavement. 6. The contractor should be aware that the inspection of the infrastructure improvements may result in the replacement of structure tops and/or structures prior to final paving if found to be deficient. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 2 8. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation of West Road. Show elevations and location of all storm drainage and sanitary sewer. 9. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. An as built plan will be required for the improvements to West Road. A separate asbuilt plan will be required for the fire house site. 10. All pipe and structures to be backfilled with free draining material compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 11. Any problems and/or questions regarding construction of this project will be directed to David Duff in the field at 860-673-3078 (office)or 860-841-2032 (cell). 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 13. Job meetings will beheld as needed, and can be called by the developer or Town. 14. Seventy-two (72) hours' notice needed for certificate of occupancy inspection. The site asbuilt must be submitted at or before the CO request. 15. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 16. Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. 17. DOT permit needed for all work within state road. Copy must be given to the .Engineering Department. 18. A street cut permit must be taken out with the town of south Windsor prior to any work in West Road the fee will be waived. 19. A drain layers permit must be taken out with the Town of South Windsor for the sewer main and another permit must be issued for the fire station. 20. No paving after October 15 or before April 15 without written approval from Director of Public Works. 3 21. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 22. Inspection of gravel access road required prior to placement of topsoil. 23. Sanitary lateral locations should be tied down to existing structures and shown on the progress as built. 24. Suburban Sanitation will install the sanitary sewer and storm drainage first when they start on West Road. 25. All submittals for this project will go through TO Design C/O Mark Smith or Glenn Martin. 26. The contractor will be required to conduct and pass a video inspection of the sanitary sewer line before this is accepted by the Town of South Windsor 27. TO Design will prepare a draft testing schedule for the road work. Special testing laboratories out of Bethel Connecticut will be doing the testing. The Town will review and approve if it is for the road work 28.Dave Netz, project manager will be the contact for Cutter, his number is 871-2839 (office) or 690-7107(cell). 29. During construction of individual sanitary sewer house laterals,the contractor shall prepare an as- built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. All bonds required; mylar to go on file prior to issuance of building permit. 3. All easements must be submitted for review prior to filing of mylars. AT&T/CL&P 1. Utility poles including new ones will need to be moved back from the road so they will be 3 ft. off he proposed curb/edge of road after West Road is widened 4 2. Gas will be installed off the West side of West Road. This will be installed after the water sewer and storm drainage have been completed. 3. Val Hodder from Connecticut Water Co. asked for the location of the new water main to be staked out Cutter Enterprises will do this. There is a cluster of trees on the east side of West Road that will need to be cleared to install the water main. The Town will post these trees. CWC needs to be notified before the sewer connection to the man hole on West Road is done, so they can monitor an old valve and tee in this area. Herb Holden construction will be installing the water main and 2 taps and services to the curb-stop valves. CWC was asked to notify the Town before Holden starts this work. Fire Marshal(Commercial Facilities) 1) Documents—Complete set of stamped plans with the following: a. Plan review paid b. Code information sheet c. Exiting plans with travel distances d. Wall types e. Door schedule , f. Mechanical, Electrical,reflected ceiling g. Fire alarm h. Basic sprinkler layout **PLAN REVIEW COULD TAKE 30 DAYS FOR APPROVALS ** 2) Inspections: a. Above ceiling b. Penetrations and separations c. Sprinkler system A. Hydraulic calculations and cut sheets B. Underground flush and hydrostatic test C. System hydrostatic test D. Main drain test/inspectors test E. Outside bell F. NFPA 13 paperwork d. Fire Alarm e. Emergency lighting test f. Final Inspection 3) Consulting inspection will be welcomed 4) Multiple inspections can be done on the same day 5) Stocking/addition of fixtures to occupancy will only be allowed if the life safety systems are on line. 5 Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Very truly yours, r Michele R. Lipe,AICP Assistant Director of Planning MRUma cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Karl Reichle, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control Walter Summers, Fire Marshal CL&P SBC/SNET 6 OF 1 p`NN Sf4 { 10 V �= 710� O-P sou� ?d&U&10.t x 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR..CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7008 1300 0001 4578 5683 May 27, 2009 Mr. Glen Martin Design LLC RECEIVED 114 West Main Street New Britain, CT 06051 MAY . LUud Dear Mr. Martin: SOUTH WFNU6,jR cr Re: Appl. 09-16P, TOSW Fire&Ambulance Complex We are pleased to advise you that the Planning & Zoning Commission voted on May 26, 2009 to approve with modifications the above referenced application for a special exception to Article 4 Table 4.1.LA and a Site Plan of Development. This approval is for the construction of a Fire and Ambulance Complex on property located at 765 Sullivan Ave GC zone, as shown on plans prepared by To Design LLC, dated May 26, 2009 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. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 6. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 7. The building street number must be included on the final plan. 8. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 9. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 10.The Town Engineer's review comments dated May 22, 2009,must be addressed to the Town Engineer's satisfaction. 11. The Director of Planning's review comments dated May 4, 2009, must be addressed to the Director's satisfaction. Black and white transparent mylars of Sheet 1 and L.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. The attached special exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Sincerely, Patrick Kennedy, Chairman Planning and Zoning Commission PK/ma cc: t own Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal E�,M�� STATE OF CONNECTICUT ' ` gav DEPARTMENT OF TRANSPORTATION DISTRICT I 1107 Cromwell Avenue OF TnP ' ! � Rocky Hill, Connecticut 06067 Phone: JUN 2 5 2009 SOUTH-WNI,WIP pi WNW June 23, 2009 TO Design, L.L.C. Old Post Office Plaza 114 West Main Street New Britain, CT 06051 Attn: Mr. Glenn Martin Dear Mr. Martin: Subject: South Windsor Fire and Ambulance Facility 765 Route 194 Sullivan Ave. South Windsor We have reviewed your plans for the above-noted subject entitled "NEW FACILITY for the SOUTH WINDSOR FIRE AND AMBULANCE" with a date of April 27,2009 and the following are our comments: 1. Please show details of full depth pavement replacement for all roadway trench excavations (see enclosed). This will include 10" (compacted) of processed gravel base, 6" of Class 4 Bituminous Concrete premix and 3" of Class 1 Bituminous Concrete top course; installed in 2 equal lifts. All edges must be tack coated and the surface joints sealed. 2. The intersection sight distances (ISD) shown on Drawing No. L-3.2 do not satisfy the Department's sight distance criteria. Based on an 85th percentile operating speed of 45 MPH, an ISD of 500 feet is required. The extent of work needed to obtain the aforementioned ISD also needs to be shown on the plans, if applicable. 3. The Route 194 widening to accommodate the new roadway radius and existing catch basin will also act as a bypass for motorists turning left into the properties on the north side of road. For this reason, and that the Department's own personnel responsible for snow removal would find it difficult to negotiate this area,the taper length needs to be increased to 100 feet. An Equal Opportunity Employer 0 Printed on recycled or recovered paper VOL. 2050PAGE 291 3358 I, Patrick Kennedy, Chairman of the South Windsor Planning & Zoning Commission, hereby certify that on May 26, 2009 the Planning and Zoning Commission granted to the Town of South Windsor a special exception to Article 4.4.1.1.A of the Zoning Regulations for the construction of a Fire and Ambulance Complex located at 765 Sullivan Ave. GC zone Assessor's Map and Parcel Number: Map# 992 Parcel# 87300765 More particularly bounded and described as follows: 1IIIIIIIIII�IIIII�IIIIIIIIIIII�IIIII�IIII�I� Doc ID: 001954230002 IIIIIIIIIIIIIIIIIIII�IIIIIII�IIII File#Book 26so p ge 291 - 292ype' LAN SEE ATTACHED DEED OWNER OF RECORD: Town of South Windsor Dated at South Windsor, Connecticut this 11 day of June, 2009. In accordance with CGS Section 8-3d patiL ai�,, Patrick Kennedy, Chairmo Planning&Zoning Commission Received for record this z day of ,20_, at South Windsor,�Q nnecticut TEST: �� •J t nv� Legal Eiescription All that certain piece and County of I;nrtib �and(also of Connecticut thereond,with J>uildings and improvemerits ticut at d more fully described Town of South in a certain warranty Deed from Edward Meyers{also known as Fdward Myersed in . and. vary which eed was;recoTd tciif'the South?known as Wlndsclr LandtR cords on July 8yers)to t 1986 asif irthcr described as f llow s:at Page 552 oava�sdl'in thrtTavnatot pofeSouth Wlndworr county litrillf iat Hwrtf dth OIL *and Ststthef am located in � an the southerly aide of sullivan Avonus so-vatted being ewre Coon utarly bounded and deacribad as follows, to vltt Par »minx at a point r%arkstl by nn iron pips set in the interawetion of the Ca,aea Conch o:L"A at of motet fn11tv•n Avenue nu,l t6o rant boundary of West xnad, •,+-roll+,t' ihanea moving N hH'l.'7n" K Chang th•olntt lien�k ddCyyan LonnsctleML Sullivan Av.,nuu a distnncw to( 311.99 (wet to m 1nZ the South klll'l,woY Ou[asnidasullivan Aveauertlice a df tanpt for 564.1902fseL toaaapoint mor"d boundary pa onow nt siacaoconai theme* eoati^uing S 69'07122" C by a Connseticut Highway P •Song he boundArY fmati ldtl Rt+wayvflupartme nta werowtonato thence ll Cat to ° p' of said Suilivnn Avenue con tinu/aR s 6a'01'23" F. alonx thn Aoucl,e rly boundary n d{ntnuww of 40,06 fvvt to Ifn Iran pit+u wut "itt the Norcbvero tnrnrr a{ pr.•wt+,ua avuadoIk w %,r fuctitut llixMwsY' nt+s.trttatoneLcit rgeton pin the South 2 [taut Waateriy _ boundary of said sullivan Avenue as a,enwured Alone the *aid South boundary o he westerly bou Sullivan Avenue; chance moving s10by Kiehaal lellIIatdista'llaO of 754.99 fact y of taid pre a,iseo o.med naw or fo rr+e rlY Cat in the North rly boundary of premlata owned • point narked by an iron pips 6a'16140" W along the Northerly now or formerly by one Annino/ thrnao moving N boundary oo ndaraantlnold pK 6T 09'34"*ALL,Longithe. North.rly boundcryistance of 7oftsaid promises of said Annino song distance of 536.81 fact to a point' tiwnca tantlid An disc^ of OIL id pralittstm of' a n4'27"ca of W all E9Cteta[aoetpidint'horly bct+enctyvontlnuinS x fill'3g 531 Wdalongothe Northerly boundary of asid prtaises of said Annino a distance ofboundarfa of ct to a point: thence continuLna M 60'23'1!" W Along the Northerly boundary markedyby an maid prus,lrn• of anid Annino a dintonce of 21.53 rout to a p iron pipe rut in Cho East ba.+ndary of West °Lttst-RoadeV. distancecofL512.05 N f0'Sf'23" >: along the East boundary of paid N 9'34.18" E Along feet toa point *.rked by en iron pips! thence eoatlnufng co a point wnrkid the Fast bound*rytbent: :Crtinui West ngdKal5-06a18' Etnlong?then"at boundary of by an iron Pip*: said Weec Road • dirtance�of 50.6E Ct•t to the point and place of begins nL. Said preaitcw are dtsccibtd on a tert•ln m•P rntitl•d "J.ue.kprop-o ty of John J. w Wuodcnrk, Jr, Sul lvnn Ave h West Rnn4 Anuth Wlndrs+i l.to b I:placed tnRrr {' o SA Ire. scale 1" 4t1' I+eted 5-21-86,1 wt,icl, su,p or Plan Sa to be placed ar.ft ,ie Lund Reenrda of the Town of south Windsor. RECEIVED FOR RECORD � �C� 1341 1.00 14911"A AT 10 ` C,2 0 RECORDED IN SOUTC ' , IND CT BY �- TOWN CLERK 13411.001/481144.1 South • • Planning Department Melillo To: Glen Martin, TO Design From: Marcia A Banach, AICP, Director of Planning Date: May 4, 2009 Re: South Windsor Fire&Ambulance Facility—Planning Dept Review The Planning Department has completed our plan review of the above-noted application and request the following modifications. 1. The property boundary along West Road needs to have monuments rather than metal pins. 2. The coordinates of monumented points must be shown in tabular form on the boundary survey. 3. Most parking lot light poles are missing on the grading and utilities plan. 4. The calculation table on Sheet SL 2.2, site lighting, is too small to be legible. A The wall lights along the east side of the building show extremely high light levels underneath (153 fc, 124 fc, etc.). Is this a mistake? 6. The Fire Marshal notes that the fire hydrant needs to be moved to the firehouse side of the street by SNET pole 1936. Most of these comments can be handled as approval conditions at the Planning & Zoning meeting on May 12. Please forward a larger version of the lighting calculation table (on 8.5 x 11 paper is fine) and check into the high lighting levels prior to Tuesday's meeting. If you have any questions, call or e-mail me. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511 ext 253 Fax 860Z44-2780 Email marcia.banach@southwindsor.org ' Page 1 of 1 Banach, Marcia From: Banach, Marcia Sent: Monday, May 04, 2009 11:20 AM To: 'gmartin@todesignllc.com' Subject: South Windsor Fire-Ambulance Facility Attachments: TOSW Fire-Ambulance Facility 09-16P.doc Glen, Attached are the(relatively minor)site plan review comments from the Planning Dept and Fire Marshall. As noted on the memo, most can be handled as approval conditions.Any questions, let me know. Marcia A banach,Director of Planning Town of South Windsor 1 540,5ullivan Avenue,South Windsor,CT o607+ s6o-64-+-251 1 ext255 marcia.banach@southwindsor org 5/4/2009 Book: 2015 Page: 221 1 of 6 r i I VOL. 2 015 PAGE 2 21 WARRANTY DEED i A.F. Associates Realty,LLC, a Connecticut limited liability company having an address of 395 Buckland Road, South Windsor, CT 06074 (the "Grantor"), for One Million Eight Hundred Thousand Dollars ($1,800,000) and other good and valuable consideration paid, grants to The Town of South Windsor, a municipal corporation having its territorial limits in the County of Hartford,Connecticut(the "Grantee"), with WARRANTY COVENANTS that certain piece or parcel of land known as 765 Sullivan Avenue in the Town of South Windsor,County of Hartford and State of Connecticut, being more particularly described on Schedule A attached hereto and made a part hereof. Said premises are conveyed subject to the encumbrances listed on Schedule B attached hereto and made a part hereof. } Signatures and acknowledgments appear on the following pages. i 1�1111�11111�����IM�NIIf���11111�11f�11��.�II�MII,��lilul i Doc ae321000226YP8 LAN k015 Page FL1eN 5911 J I CvNVCYAN'E T,NX F,�cE'JE7 STATES F-t- 1'OVJN CLEiiK OF SOU i H W NDSOR -- - 13411.00 1148 1 144.1 v:_ Book: 2015 Page: 221 2 of 6 'P VOL. 2 0 1 S PAGE 222 r Signature page to Warranty Deed. Signed this�_day of December,2008. fi WITNESSES: A.F.ASSOCIATES REALTY,LLC >zF r'41 O ¢ By: U Mr- of vRuk-1S J.W cock,III,Member By: Jo�1n J.W cock,Jr.,Member c Y Cj C7 By: �,c.14A Mark L.Woodcock,Member 13411.001/481144.1 i Book: 2015 Page: 221 3 of 6 VOL. 2t}15 PAGE 223 Acknowledgment page I to warranty Deed. �rt STATE OF CONNECTICUT) ss. South Windsor COUNTY OF HARTFORD ) � fr On this the 3 day of December, 2008, before me, the undersigned officer, personally appeared before me John J. Woodcock, III, who acknowledged himself to be a ticut limited liability company,and that he,as Member of A.F. Associates Realty,LLC, a Connec such Member, being authorized so to do, executed the foregoing instrument for the purposes therein contained,by signing the name of the compan by himself as Member. Commi ner of t Superior Court " Notary Public My Commission Expires: STATE OF CONNECTICUT) r ) ss. South Windsor COUNTY OF HARTFORL) ) F On this th��day of December,2008,before me,the undersigned officer,personally appeared before me John J. Woodcock,Jr., who acknowledged himself to be a Member of A.F. `v Associates Realty, LLC, a Connecticut limited liability company, and that he,as such Member, being authorized so to do,executed the foregoing instrument for the purposes therein contained, by signing the name of the company by himself as Member. missioner of the Superior Cou M 1341 1.001/481 144.1 Book: 2015 Page: 221 4 of 6 x VOL. 2 015 PAGE 224 _ Acknowledgment page 1 to Warranty Deed. . STATE OF CONNECTICUT) ss. South Windsor j COUNTY OF HARTFORD,,,.) On this the 3 1 day of December, 2008, before me,the undersigned officer,personally appeared before me Mark L. Woodcock, who acknowledged himself to be a Member of A.F. Associates Realty, LLC,who acknowledged himself to be a Member of A.F. Associates Realty, _ LLC,a Connecticut limited liability company, and that he, as such Member,being authorized so to do, executed the foregoing instrument for thepurposes in contained,by signing the name of the company by himself as Member. Comhasione ofthe Superior Court Notary Public My Commission Expires: 13411.001/481144.1 � � � k Book: 2015 Page: 221 6 of 6 i5 VOL. 2015 PAGE 2 2 U -F SCHEDULE B Encumbrances 1, Taxes on the List of October 1, 2007, second half not yet due and payable,and Taxes on r the List of October 1,2008, assessed but not yet due and payable,which taxes the Grantee herein assumes and agrees to pay as part consideration for this Deed. 2. Any and all provisions of any ordinance,municipal regulation or public or private law, including building and building line restrictions and zoning regulations. 3. Sewer caveat in favor of the Town of South Windsor recorded April 16, 1971 in Volume 136 at Page 127. 4. Sewer caveat in favor of the Town of South Windsor recorded April 27, 1976 in Volume 207 at Page 292. i i:CEI VF1.4 f iu"R'f•'e:.:v4`iiA't 4._�.�`,.Y•N Z3 t TiYi(M CE.ERK _s 13411.001/481144.1