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Home My WebLink About11-37P AA Landscaping TOWN OF SOUTH WINDSOR PLANNING& ZONING COMMISSION = APPLICATION FORM Application No: 1 1' 1 p EC IVED Official Receipt Date: I D-25— IA- Receipt No: OCT 17 Z011 yx_ 'Or SOUTH WINDSOR PLANNING DEBT. APPLICANT: A A Landscaping PROJECT NAME: A A Landscaping ADDRESS: 223 Nutmeg Road South OWNER OF RECORD ON LAND RECORDS: Alvarez Associates L.L.C. ADDRESS: 85 Burnside Avenue, East Hartford, CT 06108 COMPLETE LOCATION OF PROPERTY: 223 Nutmeg Road South, South Windsor, CT ASSESSOR'S MAP# 60 PARCEL#18 Lot#23 ZONE l NAME, ADDRESS, TEL & FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Karen Isherwood, P.E.,; Isherwood Civil Engineering, 58 Ordway Dr. S.Windsor, CT 06074 (860) 640-4064 30 min. 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 ❑ Special Exception to Article (Public Hearing, Certificate of Mailing) Pq 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. Signature#WppVVa& Signature of P e er A. ccuUtO OCT 2011 POLARIS TM Project: DR - HALF ROUND Fixture Type: S®Ulii'WIND6AA PLRihlll��PTi. I LL CUT-OFF SECURITY LIGHTING Location: FORWARD THROW OPTICS Contact/Phone: Cat. No.: DR -FT PRODUCT DESCRIPTION series Lamp volts Beam Options The Polaris-decorative wall mounted security and accent luminaire is offered with forward throw optics. IDA Seal of Approval The full cut-off optics of Polaris- ` -_ downlighting luminaires meet the International Dark Sky Association specifications for full cut-off luminaires PRODUCT SPECIFICATIONS IN!! — Optics IES Full cut-off forward throw reflectors "Dark Sky" Half Sphere Styling Polaris luminaires with forward throw optics meets IES and International Dark Sky Association full cut-off standards "Easy-install"Mounting Mounts to a standard 3 1/2" or Auxiliary Lighting* Double contact bayonet base 4"junction box•Using the built-in level,align the bracket quartz lamp•Cold start/Hot restrike• Hot restrike and secure it•Hang the luminaire and secure with heavy only duty set screws Construction Heavy duty die cast aluminum housing Lampholder :ID:Specification grade porcelain, •Concealed cover screws secure the door assembly medium base Compact Fluorescent:4 pin electronic •Lens is secured mechanically and sealed with a silicone Finish Polyester powder coat finish • Bronze,black or rubber gasket,no silicone sealants are used•Stainless white steel external hardware•Tempered glass lens Ballasts Low temperature starting magnetic•Probe Emergency Lighting* Emergency CF ballasts for 0"C to Start MH-30°C, Pulse Start MH-40"C, HPS-40°C 55°C or-18°C to 55°C• 12V emergency circuit(CF&HID) •Electronic CF-18°C for one or two MR11 lamps• 120V emergency circuit(CF& Certification Certified to UL1598/CSA C22.2 250 HID)for double contact bayonet base quartz lamps •Suitable for wet locations• IDA Full Cut-Off PHOTOMETRICS DIMENSIONS Optical Assembly Forward Throw DR150PS-OT FT L DR Series Lamp 150PS W1 W2 R H Lamp Lumens 12,500 width width a Bottom @ Top Radius Height Forward Light _ 181/8' 17 3/4" 91/4" 71/8° Luminaire Lumens 6,433 W2 %Lamp Lumens 51.5% I o•• Low FL (0°-30q 10.7% T Mid FM (30°-60q 33.1% H High FH (60°-80q 75% y Very High FVH (80°-90% 0.1% Be&light W 1 I so^ ax a ►1-' w Luminaire Lumens 3,163 S_�. D1 &" .Lamp Lumens 25.31A & Nam-o Low BL (0°-30% Forward Throw 8.7% IES Classification:Type II Mid BM (30°-60°) 15.0% 150W High BH (60°-80-) 1.57- clear pulse start metal halide Very High BVH f80°-90°) 0.1% W 0704 01 C Cut-off Classification:Full Cut-off g Up Light Clear lamp,Lumen rating-1Z500 Luminaire Lumens 0 Downward Efficiency 76.8%, %Lamp Lumens 0.0% Maximum Candela Angle:65H/15V t Low UL (90°-1001 0.0% High UH (100°-180% 0.0% Trapped ught Luminaire Lumens 2,905 %Lamp Lumens 23.2% • t See"Emergency Lighting-Emergency Ballast"specification sheet for full description. � .Aa+ aow by Sdrneidw RI.—J. Cat.No.:DR -FT _ Series Lamp Volts Beam Options PRODUCT CODES Series Lamp (WattsfFype) Volts Reflector Options DR -FT DR Pulse Start Metal Halidet Magnetic Ballast Forward Lamp ED17 -Medium base 35W&50W MPS lamps Throw -L Clear H.I.D. SOPS,70PS,100PS,150PS -120 120V -FT -CL Coated H.I.D. Probe Start Metal Halidet -277 277V By others Compact Fluorescent BD17-Medium base -347 347V 175W MH 150PS h 50W 175MH thru , , Photoco►mol 1�►{ -PC On Multi-Tap ballasts replace"-QT"& I High Pressure Sodium 70W thru 150W HPS "-TT'with the line voltage suffix B17 -Medium base -QT* Quad Tap 35HP,50HP,70HP 120V,208V,240V,277V Frosted Lens -FG Frosted glass bottom lens 100HP,150HP -TT Tri Tap 120V,27N 347V Tamper Resistant Hardware Compact Fluorescent -TIP Tamper resistant screws One Lamp-GX24Q Base 100W thru 175W lamps 26CF,32CF,42CF -480t -480V Emergency Ballast Dual Function Lampt Specify line voltage,120V or 277V Electronic Ballast For use with one or two CF lamps. 26W thru 42W CF The CF lamp(s)operate off the CF ballast,the -UN -120V/27N,, lamp selected for dual function also operates off -E12 120V the emergency ballast. -E27.27N -E34 34N -EMB Minimum 0°C -EMX Minimum-18°C Emergency Circuit,120V Quartz Lamp For use with HID&CF luminaires Quartz lamp not included Double contact,bayonet base Quartz lamp should not exceed wattage of HID lamp. For 35W-10OW use 100W quartz lamp. .ES Socket only,for external 120V emergency power supply Emergency Circuit 12V MR11 Halogen Lamp For use with HID&CF luminaires Requires remote battery pack MR11 lamp(s)included, Field aimable 2 pin G4 base MR11 lamp, 35W lamp(s)supplied,12VDC supply -DC12 With one MR11 lamp -2DC12 With two MR11 lamps By others Remote Battery Pads Auxiliary Quartz Lighting Double contact,bayonet base Quartz lamp should not exceed wattage of HID lamp.For 35W thru 100W use 10OW quartz lamp. Quartz lamp not included. For use with HID luminaires -Q Cold Start/Hot Restrike -HQ Hot Restrike only Color No suffix Bronze(Standard) -BL Black -WH White * See"Emergency Lighting-Emergency Ballast"specification sheet for full description. t Metal Halide Lamps: EISA-Pulse Start ME 150W wet location luminaires are EISA exempt. ITEMS MARKED WITH A MAPLE LEAF ARE ONLY AVAILABLE IN CANADA 175W Probe Start MH lamps do not meet the EISA standard. 1300 S.Wolf Road•P.O.Box 5065•Des Plaines,IL 60017-5065•Phone(847)827-9880•Fax(847)827-2925 �w 220 Chrysler Drive•Brampton,Ontario•Canada L6S 6136•Phone(905)792-7335•Fax(905)792-W64 Roup bYSChneld Visit us at www.junolightinggroup.com Specifications are subject to change with out notice 02009 Juno Lighting,LLC Isherwood Civil Engineering, L.L.C. 58 Ordway Dr. South Windsor, CT 06074 (860)640-4064 RECERE www.iandscivii.com October 18,2011 OCT 17 2011 SOUTH WINDSOR PLANNING DEPT, Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 Attn:Ms.Michele Lipe,Town Planner RE:Site Plan Application;223 Nutmeg Road South;AA Landscaping My client,Alvarez Associates LLC,is applying for a Site Plan Permit for a Landscaping Contractor's yard to be located at 223 Nutmeg Road South.As required,we have submitted the following material for review: 1 copy of the completed application 2 copies of the site plan checklist 2 copies of the Stormwater Management Report 3 complete sets(Site Plans) In addition,we are submitting the following required material for Conservation Commission approval(>0.5 ac.Disturbance;no wetlands): 1 copy of the completed application 4 sets of plans(no building information) 1 copy of the stormwater management report 1 copy of the direct abutter notification letter,and addresses for mailing In summary,the 1.36 ac.Parcel is in the Industrial Zone,and part of a subdivision dating back to the mid-90's. Mr.Alvarez plans to construct a 4,000 sf pre-fabricated metal building which will have 4 garage bays(1) 10'xl0',(2)-12'xl2',and(1)- 12'x14'.This building will house a modest office with bathroom(south-east corner),and allow for vehicle maintenance and storage for smaller equipment such as leafblowers and chainsaws,etc.No fertilizers or pesticides will be stored at the site.Plans reflect the intent to store material and accessory vehicles/trailers/dumpsters within the gravel yard which will be screened from Nutmeg Road by use of a 3'berm together with an 8'chain link fence with privacy slats.There are a total of 6 employees for the business and the anticipated hours of operation would be Monday-Saturday,7:00 am-5:00 pm.Overnight operations only occur during the winter months as he also provides contracted snow removal services for local and municipal clients. Please review the attached information and let me know if you require any additional information.Thank you. A b DQAYP.qk - - Principal A0 v s � MEMORANDUM To: Michele Lipe,Town Planner From: Jeffrey Doolittle,Town Engineer, Bobb Grillo, Project Engineer Date: 11/16/11 RE: Application 11-37P,AA Landscaping, 223 Nutmeg Rd South Engineering has reviewed the site plan modification for the above application and has the following comments: 1. The surface grading of this flat site looks adequate, although the swale on the north and east side of the site slopes at only 0.3%, which appears unavoidable without additional fill. 2. Currently water drains by sheet flow from the undeveloped site onto the property to the east. The proposed building and swale will increase the peak flow and concentrate the flow to a discharge point. A drainage easement should be obtained on the property east of the site. The discharge point should be shown on the grading plan. The receiving drainage inlet should be checked to determine if it is adequate to receive the calculated flows without erosion. 3. The direction of flow of the 24"drainage pipe on the property east of the site should be shown on the grading plan. 4. The proposed drainage pipe in the southwest comer of the site should be described. 5. The dotted line for the drainage swale should be labeled on the grading plan. 6. The dashed line parallel to and 25'west of the building should be labeled on the grading plan. 7. Bar scales should be shown on the site plan and the grading plan. 8. The correct property line and building line types should be shown in the legends on the site plan and the grading plan. 9. A detail of the drainage swale should be provided. 10. A detail of the sewer chimney connection should be provided. 11. The title for the bituminous concrete lip curb detail should be expanded to include the bituminous pavement cross section. 12. A drainage area map, including labeled sub-drainage areas, should be provided. 1 r 1 f � A d r - 13. The Stormwater Management Plan should include a summary table of the before and after development flows at each discharge point for the Z through 100 year storms. 14. If the post-development flows are significantly greater than the pre-development flows,the receiving drainage systems should be checked to determine if they have adequate capacities for the increased flows. 15. The impervious area calculations should be provided. 16. An explanation should be provided as to why only 0.3 acre was used in the water quality volume calculation instead of the 1.36 acre site area. Please let me know if you have any questions. i 2 Appl #11-37P, AA Landscaping Site Plan November 22, 2011 Planning Department Report 1. Request for site plan approval to build a 4,000 s ft building on property located q p PP q at 223 Nutmeg Road South, I zone. Maximum impervious coverage allowed is 65%09 61.9%proposed. Proposed building height is 24 feet; 40 feet allowed. Lot size is 1.4 acres; minimum lot size allowed is 1/2 acre. Front yard setback is about 57 feet, 35 feet required. 2. As explained, there is outdoor storage including heavy construction equipment as well as material bins proposed on the site plan. Outdoor storage is allowed with PZC approval and appropriate screening. The applicant is proposing to screen this area with a 3 foot berm, landscaping and a 8 foot high slatted fence along the Nutmeg Road frontage. 3. The parking requirement for this building is 6 spaces, 7 have been provided. 4. There are several overhead doors along the side of the building that will be screened from Nutmeg Road by the proposed fencing. 5. Architectural and Design Review Committee reviewed this site on November 17t' and were satisfied with the proposal as presented. 6. New lighting will consist of three full cutoff wall paks that will illuminate the parking area. There is no lighting proposed in the storage yard. 7. There are no regulated wetlands on this lot. IWA/CC approved the erosion and sediment control plan on November 16 with a$2000 bond to ensure compliance with the erosion and sediment control measures. 8. The site is served by public water and sewer. Water Pollution Control Authority approval is required. 9. They are showing the dumpster behind the building and will be screened by the fencing and building. 1 O.If this application is approved, there are no other approval modifications requested. Stormwater Management Plan AA lAndscaping 223 Nutmeg Road South South Windsor, Connecticut 7REC D 11 sournw��oso� r�o��r• O f aaaeecaeaa® oAo, i O o•22 72 .440 "fi ie °� Prepared by 58 Ordway Dr. South Windsor,CT 06074 Proo 1017 October 181,2011 Table of Contents: Page# Existing Conditions 1 Proposed Development 1 Peak Runoff control 1 Nonstructural Drainage System 1 ErosionlSedhnentation Control 1 Drainage Design(Modification to Parcel A only) 2 Conclusions 2 Appendices: Calculations(Rational Formula) A Introduction: The applicant is seeking site plan approval to allow for a proposed Contractor's Yard for a landscaping business. Existing Conditions: The 1.36 acre site is one of a few undeveloped lots located in an Industrial Subdivision permitted 25 years ago,in the 1980s. The site is very flat with a slight ridge bisecting the parcel east to west.It is lower than all surrounding property, including the Town's Right of Way. Essentially, all storm water running onto the property from adjacent parcels along the northern and western boundary,continues to drain south- easterly through the site, and into an existing ditch located on the adjacent parcel located to the east. Stormwater then enters the municipal storm system through a culvert which discharges into an existing detention basin located directly across the street.It is my understanding that this detention basin was designed as mitigation for the expected increase in peak runoff volume associated with development within the industrial subdivision. Proposed Development: The proposed development of the site consists of the construction of a 4,000 sf building, 7 parking spaces and a bituminous driveway access. The site has been graded to minimize the amount of fill needed to develop the site and also allows for some of the lower areas located along the northern boundary,to drain. Runoff from half of the paved surface in front of the garage bays, and a majority of the gravel lot will flow northerly and be routed through a vegetated swale. The extended time stormwater will travel through the 272 ft.long swale will allow for water quality treatment prior to discharging into the existing culvert located on the adjacent parcel to the east.In addition,the remaining pavement will also enter into the vegetated swale located to the east of the building,flowing northerly from the edge of the proposed parking area turnaround Runoff from the remaining gravel area will enter into a vegetated water quality area located south of the gravel lot.A 6 inch recessed pool has been specified to accommodate the water quality volume. A 12 inch culvert is proposed which will direct runoff in excess of the minimum water quality volume into the existing storm sewer system located within Nutmeg Road South. Peak Runoff Control: No measures have been taken to address peak runoff control. Nonstructural Drainage Systems: The water quality area will provide a permanent pool to allow for settling and infiltration. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site design.These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Seeding and mulching disturbed areas as soon as practical during construction. 4. Installation of construction entrance pad and sweeping of roadways as needed. 5. Maintenance of the above measures. M M Drainage Design: The drainage design of the site has been completed utilizing a number of computer programs and generally accepted design methods. The runoff from the site under developed conditions has been calculated using the Rational. Method. Calculations are included in appendix A. Conclusions: The on-site stormwater system with water quality area and vegetated swale will mitigate any potential storm water quality impacts from the proposed development. Appendix A L TR55 Tc Worksheet Hy&aftw graphs Esn*n for Auto"CM MO2011 by AuWesk,.Inc.V8 Hyd. No. I 223 nutmeg; south DeacripjI C Shoot Flow Manning's n-value = 0.010 0.011 0.011 Flow length (ft) - 70.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope(o/A) = 0.02 0.00 0.00 Travel Time(min) = 5.33 + 0.00 + 0.00 5.33 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope-(°�) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(fus) =0.00 0.00 0.00 Travel Time(min) 0.00 + 0.00 + 0.00 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter 00 = 0.00 0.00 0.00 Channel slope{0/0) = 0.00 0.00 0.00 Manning's n-value = 0.015 9.015 0.015 Velo ity(fl/s) =0.00 . 0.00 0.00 Flow length(ft) ({0})0.0 0.0 0.0 Travel Time(min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc..................ri..........................,.:.............................. 5.33 min TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCADO Civil 3l*2011 by Autodesk,Inc.v8 Hyd. No. 5 223 nutmeg; north &east Description ® C Totals Sheet Flown Manning's n-value = 0.010 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope {°!o) = 0.02 0.00 0.00 Travel Time (min) = 7.08 + 0.00 + 0.00 - 7.08 Shallow►Concentrated Flow Flown length (ft) = 272.00 0.00 0.00 Watercourse slope{%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.09 0.00 0.00 Travel Time (min) = 51.30 + 0.00 + 0.00 = 51.30 Channel Flow X sectional flow area (sgft) = 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 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 58.38 min TR55 Tic Worksheet Hydraflow Hydrographs Extension for AutoCADO Civil 31O 2011 by Autodesk,Inc.v8 Hyd. No. 10 223 NUTMEG-EX. Descrip#on C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow Length (ft) = 70.0 0.0 0.0 Two-year 24-hr precip. (in) = 0.00 0.00 0.00 Land slope {°lo) = 0.02 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00 Shallow Concentrated Flow Flow length (ft) = 22.00 66.00 0.00 Watercourse slope (°!o) = 0.05 0.01 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft1s) =0.34 0.20 0.00 Travel Time (min) = 1.07 + 5.57 + 0.00 = 6.64 Channel Flow X sectional flow area (sgft) = 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 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00 TotalTravel Time,Tc.............................................................................. 7.00 min 1 i dro ra■mph Report Y 9 Hydraflow Hydrographs Extension for AutoCA13®Civil 3136)2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd■ No. ■ 223 nutmeg, S Hydrograph type = Rational Peak discharge = 1.139 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 342 cult Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 5.693 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)=[(0.190 x 0.90)+(0.100 x 0.30)]/0.290 Hydrograph Discharge Table (Printed values>=95.OQ%oFQp.) Time --Outflow (min efs) 5 1.139 ...End 2 Hydrograph Report Hydraftow Hydrographs Extension for AutoCAU®Civil 3D@ 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.448 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd.volume = 435 cuft Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 7.238 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf ASc/Rec limb fact = 1/1 *Composite(AreWC)=[(0.190 x 0.90)+(0.100 x 0.30))/0.290 Hydrograph Discharge Table I NncadvWuas>=95.00%of Op.) Time --Outflow min cfs) 5 1.448 ...End 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.650 cfs Storm frequency = 25 yrs Time to peak = 5 main Time interval = 1 min Hyd, volume = 495 cuff Drainage area = 0.3 ac Runoff cuff. = 0.69* Intensity = 8.247 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 111 Composite(Area1C)=[(0.190 x 0.90)+(0.100 x 0.30)]/0.290 Hydrograph Discharge Table (Printed values 95.00%of Qp.) Time o Outflow (min cfs) 5 1.650 ...End 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2011 by Autodesk,Inc.A Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.809 cfs Storm frequency = 50 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 543 cult Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 9.041 in/hr Tc by TR55 = 5 min iDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Composite(Area/C)={(0.190 x 0.90)+(0.100 x 0.30)]/0.290 Hydrograph Discharge Table (Printed veluas>=95.00%of Qa.) Time --Outflow (min cfs) 5 1.809 ...End u 5 hlydrograph Report Hydraflow Hydrographs Extension for AutaCAD®Civil 3DO 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.968 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 590 cult Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 9.833 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf ASc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.190 x 0.90)+(0.100 x 0.30)]10.290 H dro9 p ra h Discharge Table Y 9 �Printed values>=95.OD°k of Qp.) Time a Outflow (min cfs) 5 1.968 ...End a � .Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = nfa Time interval = 1 min Hyd. volume = 0 tuft Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 73.82 ft Max. Storage = 342 cuft Storage Indleation method used. ...End w 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®CMI 3106 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cult Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 73.91 ft Max. Storage = 435 cult Storage Indication method used. ...End » 4 ,Hydrograph Report Hydrafksw Hydrographs Extension for AutoCADO Civil 310 2011 by Autodesk,Inc.v8 Thursday.Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 efs Storm frequency = 25 yrs Time to peak = n/a Time interval = 1 min Hyd:volume = 0 cuft Inflow hyd. No. = 1 -223 nutmeg;S Reservoir name = water quality are Max. Elevation = 73.97 ft Max. Storage = 495 cuft Storage Indication method used. ...End 5 Hydrograph Report Hydraflow Hydrographs Extension forAutoCADD Civil 3l@ 2011 by Autodesk,Inc.A Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.001 cfs Storm frequency = 50 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 4 cuft Inflow hyd. No. = 1 - 223 nutmeg; S Reservoir name = water quality are Max. Elevation = 74.01 ft Max. Storage. = 543 cuft Storage Indication method used. Hydrograph Discharge Table (Hrtadvaluesa 95.00%ofOp.) Time Inflow Elevation Civ A Clv B Clv C PfRsr Mir A Wr B Wr C Wr D Exfli Outflow (min) cfs ft cfs cfs cfs 08 cfs cfs cfs cis cfs cfs 10 0.000 74.01 << 0.001 ---- -- - -_- --- -- ----- ---- 0.001 <C 11 0.000 74.01 0.001 - - -- - - - - - 0.001 12 0.000 74.01 0.001 - 0.001 13 0.000 74.01 0.001 - - - - - - -- - 0.001 14 0.000 74.01 0.001 --_- 0.001 15 0.000 74.01 0.001 - - ----- - - - - --- 0.001 16 0.000 74.01 0.001 ----- - -- ---- ---- - --- - 0.001 17 0.000 74.01 0.001 -m - ---- -- -® --_- - - 0.001 18 0.000 74.01 0.001 - - --- -- -- --- --- ----- 0.001 19 0.000 74.01 0.001 - - ---- - -- -- --- -- 0.001 ...End 6 Hydrograph Report Hydrafiow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.010 cfs Storm frequency = 100 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 51 cuft Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 74.05 ft Max. Storage = 589 cuft Storage indication method used. Hydrograph Discharge Table {Prrrftauesa=as. ofcxp-' Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow (min) cfs ft eft cfs cfs eft cfs cfs cfs cfs cfs cfs 10 0.000 74.05<< 0.010 -m — — — — — — — 0.010 11 0,000 74.05 0.010 — — — — — — — — 0.010 12 0.000 74.05 0.010 — — — — ----- — — — 0.010 13 0.000 74.05 0.010 -- ---- ---- - ---- -- - ---- 0.010 ...End 1 Hydragraph Report Hydraflow Hy i"mphs Extension for AutoCADS CM 3[)V 2011 by Autodesk,inC.A Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational . Peak discharge = 1.237 cfs Storm frequency = 2 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 4,304 cult Drainage area = 1.1 ac Runoff c oeff. = 0.67. * Intensity = 1.741 in/hr Tc by TR55 = 58 min IDF Curve = Samplel=HA.idf Asc/Rec limb fact = 1/1 Composite(AreWC)=[(0.660 x 0.90)+(0.400 x 0.30)1/1.060 Hydrograph Discharge Table t Pented,ratuea>=w. of Quo.} Time--Outflow (min cfs) 53 1.130 54 1.161 55 1.173 56 1.1944 57 1.216 58 1.237 59 1.215 60 1.194 61 1.113 62 1.151 63 1.130 ...End 2 Hydrograph Report Hydra#low Hydrographs Extension fbrAutoCAD9 Civil 3D@ 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 1.786 cfs Storm frequency = 10 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 6,216'cult Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 2.515 inlhr Tc by TR55 = 58 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 111 Composite(Area[C)=1(0.660 x 0.90)+(0.400 x 0.30)]11.060 Hydrograph Discharge Table I Prima eater>=90.00%or on.} Time a Outflow (min cfs) 53 1.632 54 1.663 55 1.694 56 1.724 57 1.755 58 1.786 59 1.755 60 1.724 61 1.694 62 1.663 63 1.632 ...End r 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®CM13D®2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 2.110 cfs Storm frequency = 25 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 7,341 cuft Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 2.970 in/hr Tc by TR55 = 58 min IDF Curve = SampieFHA.idf Asc/Rec limb fact = 1/1 "composite'(Area/c)_1(0.660 x 0.90)+(0.400 x 0.30)]/1.060 Hydrograph Discharge Table (Printed values>=90.00%of Op.) Time--Outflow (min cfs) 53 1.928 54 1.964 55 2.001 56 2.037 57 2.073 58 2.110 59 2.073 60 2.037 61 2.001 62 1.964 63 1.928 ...End 4 ,Hydrograph Report Hydraflow Hydrographs Extension for AutoCADM Civil 3D@ 2011 by Autodesk,Inc.A Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 2.361 cfs Storm frequency = 50 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 8,218 cult Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 3.325 in/hr Tc by TR55 = 58 min IDF Curve = SampfeFHA.idf Asc/Rec limb fact = 111 Composite(Area/C)=[(0.660 x 0.90)+(0.400 x 0.30))11.060 Hydrograph Discharge Table {Printed values>=90.00%of QP.) Time a Outflow (mien cfs) 53 2.168 54 2.199 55 2.239 56 2.280 57 2.321 58 2.361 « 59 2.321 60 2.280 61 2.239 62 2.199 63 2.158 ...End 5 .Hydrograph Report Hydmflow Hydrographs Extension for AutoCADO Civi13138 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 2.612 cfs = rs Time to peak = 58 min Storm frequency 100 y Time interval = 1 min Hyd. volume = 9,089 cult Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 3.678 in/hr Tc by TR55 = 58 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 "Composite(AreWC)=[(0.660 x 0.90)+(0.400 x 0.30))11.060 Hydrograph Discharge Table Time--Outflow (min cfs) 53 2.387 54 2.432 55 2,477 56 2.522 57 2.567 58 2.612 59 2.567 60 2.522 61 2.477 62 2.432 63 2.387 ...End 1 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD®CIvH 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 1.768 cfs Storm frequency = 2 yrs Time to peak = 7 min Time interval = 1 min Hyd, volume = 742 cuft Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 5.199 in/hr Tc by TR55 = 7 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table (Pritrted values>_90.0096 or Op.) Time --Outflow (min cfs) .7 1.768 ...End 2 Hydrograph Report F+AraflowHyrdrographs Extension1brAutoCAD®CMI3D62011 byAutodwk,Inc.v8 Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.278 cfs Storm frequency = 10 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 957 cult Drainage area = 1.4 ac Runoff c oeff. = 0.25 Intensity = 6.701 inlhr Tc by TR55 = 7 min OF Curve = SampleFHA.idf Asc/Rec limb fact = 111 Hydrograph Discharge Table (prMW vetoes>=90.00%'of Qp.) Time--Outflow (min cfs) 7 2.278 ...End 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAEXD Civil 3D&2011 by Autodesk,Inc.v8 Monday,Oct 17,2011 Hv d. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.606 cfs Storm frequency = 25 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,095 cuft Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 7.666 in/hr Tc by TR55 = 7 min IDF Curve = SampleFHAAdf Asc/Rec limb fact = 111 Hydrograph Discharge Table (Printed values n 90.001A of op.) Time --Outflow (min cfs) 7 2.606 ...End 4 Hydrograph Report Hydraftow Hydrographs Extension for AutoCADO Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.864 cfs Storm frequency = 50 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,203 cult Drainage area = 1..4 ac Runoff coeff. = 0.25 Intensity = 8.423 inmr Tc by TR55 = 7 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table {Printed values x 98.00"k of op.) Time --Outflow (min cfs) 7 2.864 ...End 5 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAEO civil 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 3.121 cfs Storm frequency = 100 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,311 cult Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 9.179 in/hr Tc by TR55 = 7 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table (Punted values>=90.0096 of QP•) Time --Outflow (min cfs) 7 3.121 ...End Hydrograph Summary Re po rkdraflow Hydrographs Extension for AutoCADOD Civil 3138 2011 by Autodesk,Inc.v8 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Mwdmum Total Hydrograph NO. type flow interval Peak volume hyd(s) elevation sI ge used Description (origin) (cfs) (min) (min) (cuff) (ft) (cuft) 1 Rational 1.138 1 5 342 — — 223 nutmeg;S 2 Reservoir 0.000 1 Na 0 1 73.82 342 water quality 5 Rational 1.237 1 58 4,304 — -- 223 nutmeg;NE 10 Rational 1.768 1 7 742 -- 223 NUTMEG-EX. 1017gpw Return Period:2 Year Monday,Oct 17,2011 A 2 Mydrograph Summary Report ydraflow Hydrographs Extension for AutoCAD®Civi{3D®2091 by Autodesk,Inc:v8 Hyd. Mydrograph 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) (tuft) (ft) (curt) 1 Rational 1.448 1 5 435 223 nutmeg;S 2 Reservoir 0.000 1 nia 0 1 73.91 435 water quality 5 Rational 1.786 1 58 6,216 — — 223 nutrneg;NE 10 Rational 2.278 1 7 957 — — 223 NUTMEG-EX. 1017.gpw Return Period: 10 Year Monday,Oct 17,2011 3 Hydrograph Summary Report,..,,,f,,.,,.ExtansionforAutoCAMUvIl31W2011byAutodeek,Inc.v8 Hyd. HpdrWnrph Peak 'Time Tino to Hyd. Inflow Maximum Total HydrogmO NO. type flow interval Peak volume hyd(s) elevation sbW used Description (origin) (eft) (min) (min) (curt) (it) (curt) 1 Rational 1.650 1 5 495 223 nutmeg,•S 2 Reservoir 0.000 1 Na 0 1 73.97 495 vaster qualify 5 Rational 2.110 1 58 7,3441 — --- 223 nutmeg;NE 10 Rational 2.606 1 7 1,095 ---- 223 NUTMEG-EX. 10171 gpw Return Period:26 Year Monday,Oct 17,2011 4 4 Hydrograph Summary Re po rllydm8ow Hydrographs Extension for AutaCADOD Civil 3i@ 2011 by AutodesK Inc.v8 Hyd. Hydrograph Peak Time Time to Hyd. Irmow Maximum Total Hydrograph No. typ flow interval Peak volume hyd(s) elevation strge used Description (origin) (cis) (min) (min) (cuf" (tt) (cun) 1 Rational 1.809 1 5 543 — ---- — 223 nutmeg;S 2 Reservoir 0.001 1 10 4 1 74.01 543 wafer quality 5 Rational 2.361 1 58 8,218 — — — 223 nutmeg;NE 10 Rational 2.864 1 7 1,203 --- — 223 NUTMEG-BK. 1017.gpw Return Period: 60 Year Monday,Oct 17,2011 Hydrograph Summary -Repo rtydnatiow Hydrographs Extension for AutoCAD®Civi13D®2011 by Autodesk,Inc.v8 yd. Hydrograph Peak Time Time to Hyd. Inflow 1Aaximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cis) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.968 1 5 590 — 223 nutmeg;S 2 Reservoir 0.010 1 10 51 1 74.05 589 water quality 5 Rational 2.612 1 58 9,089 223 nutmeg;NE 10 Rational 3.121 1 7 1,311 — — 223 NUTMEG-EX. 1017gpw Return Period: 100 Year Monday,Oct 17,2011 Pond Report 2 r Hydraflow Hydrographs Extension forAutoCADO Civil 3D®2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Pond No.2 Water quality area Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=73.50 ft Stage!Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult) 0.00 73.50 897 0 0 0.50 74.00 1,222 528 528 0.75 74.25 1,390 326 854 1.60 76.00 2,000 1,264 2,118 Culvert OrWice Structures Weir Structures [A] [B] IC] [PrfRsr] [A] [BI [C] [D] Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 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) = 74.00 0.00 0.00 0.00 Weir Type = - - - - Length(ft) = 48.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 6.25 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orffice Coeff. = 0.60 0.60 0.60 0.60 WIL(In/hr) = 0.000(by Contour) Mul"tage = n/a No No No TW Elev.(ft) = 0.00 Note:Cuivert/Orifice outflows are analyzed under inlet Qc)and autfet(oc)contrat.weir risers checked for orifice condifions(ic)and submemenw(s). Stage/Storage/Discharge Table Stage Storage Elevation Civ A Mir B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total ft cuft ft cfs cfs cfs efs cfs cfs cfs cfs cfs afs cfs 0.00 0 73.50 0.00 - - - - - - - - - 0.000 0.50 528 74.00 0.00 - - - - - - - - 0.000 0.75 854 74.25 0.26 is - - - - - - - - - 0.262 1.50 2,118 75.00 2.67 is - -- - - - - - - - 2.674 w October 18,2011 Water Quality Volume Calculations Reference:2004 Connecticut Stormwater Quality Manual WQV=(1")(R)(A) 12 WQV=volume in ac-it R=0.05+0.009I I=%impervious coverage A=site area in ac WQV=(1")(0.05+0.009*63.72)0.29)=0.015 ac-ft=657 cf 12 Provided: 528 cf (80%) / ♦16Q ♦INN ""`1,w `tea, ♦_.�`Jr/ PRCPOSED 4,MO SF BULDM No. RevteWn/lesue Data ISHERWOOD / CIVIL I/� pip ENGINEERING •�V ,l �M 7JCE SB MWAY DR. 9aUTN,tlN090ft.G?08074 w �y (880 640-4094 M-7AG9 MM'L HA.00m Aw M19 DEV.DRAINAGE AREA ALVAREZ ` ASSSOtCEATTES,LLLC vrt so MKJsR. 00NINECTICUT ANWIM 1017 Catober 17,2011 D-1 ``-� ee 1�g50' towN Sfq` , CID v w� Wo� O-P slou� ?d&U&0_t 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 ox•co TELEPHONE(860) 644-2511 Certified#70081300000145787427 November 17,2011 Karen Isherwood, P.E. Isherwood Civil Engineering, LLC 58 Ordway Drive South Windsor, CT 06074 RE: Appl.#11-37P—AA Landscaping—223 Nutmeg Road South Dear Ms. Isherwood: At the November 16,2011 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appi.#11-37P—AA Landscaping—223 Nutmeg Rd—Conservation Commission application for the construction of a building,equipment storage area, parking,stormwater structures and associated Improvements. The site is located northerly of Nutmeg Road. Industrial(1)Zone,with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability,which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on November 16, 2016. It is the landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bond shall be collected in the amount of$2,000 to ensure proper placement and maintenance of erosion and sediment controls,and construction of stormwater system. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth Warren,Chairperson EW/dt cc: Town Planner V Chief Building Official Page 1 of 1 Acevedo, Maria From: Bond, Richard Sent: Friday, October 21,2011 11:47 AM To: Acevedo, Maria Subject: RE: RE:AA Landscaping Site Plan No concerns from my perspective. Lt.Rich Bond Commander-Special Services Division South Windsor Police Services 151 Sand Hill Rd South Windsor CT 06074 860-648-6211 (oflce) 860-982-0351 (cell) richard.bond0southwindsor.org This message is intended only for the use of the individual or entity to which it is addressed and may contain information that is privileged,confidential,and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient or the employee or agent responsible for delivering the message to the intended recipient,you are hereby notified that any dissemination,distribution or copying of this communication is strictly prohibited If you have received this communication in error,please notify me immediately by telephone. From:Acevedo, Maria Sent:Thursday,October 20, 2011 12:13 PM To: Bond, Richard; Caldwell,John; Doolittle,Jeffrey; Dougan, Christopher, Favreau, Raymond;Galligan, Matthew; Gantick, Michael; Lavigueur, Stephan; McGann,Sherry; Owens, Mark; Reichle, Karl; Shaw, Fred; Summers,Walter Subject: RE: AA Landscaping Site Plan Good Afternoon, Please review the attached application and forward any comments to add to the file. Maria Acevedo Town of South Windsor Planning&Zoning Administrative Secretary 860-644-2511(Ext. 253) s 10/21/2011 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 10/19/11 TO: Matt Galligan,Fred Shaw,Michael Gantick,Rich Bond,Walter Summers,Jeff Doolittle Ray Favreau,Karl Reichle,Mark Owens,Chris Dougan, Sherry McGann,Ron Asselin, John Caldwell,Dennis Sheridan FROM: Michele Lipe,AICP,Town Planner The Planning&Engineering Departments have received plans for the following projects: Appl 11-37P,A A Landscaping Site Plan Location: 223 Nutmeg Road South N Site Plan ❑ Subdivision No.Acres 1.35 Zone I N Industrial ❑ Commercial ❑Residential No. Lots/Units Water: N Public ❑Private Well Sewerage: N Public ❑ Septic System Project Description: 4,000 Sf building and outdoor storage for landscaping contractor Future Town-owned property involved? ❑Yes N No ❑new street(s) ❑new detention area ❑new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 10/31/11 and return to the Planning Department. Z'WN S£4 T-0� ap slou� V&U&ot 7 .4 U w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 TELEPHONE(860)644-2511 December 28,2011 Mr.Alvarez AA Industries LLC 85 Burnside Avenue East Harford CT 06108 Dear Mr.Alvarez: Re: Preconstruction Meeting for Appl. 11-37P,AA Landscaping IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lipe SW Planning michele.lipe@southwindsor.org 860-644-2511 x252 Jeffrey Doolittle SW Engineering jeffrey.doolittle@southwindsor.org. 860-644-2511 x245 Lt.Rich Bond SW Police Dept tichard.bond@southwindsor.org 860-648-6211 Bernie Drabek SW Engineering bernard.drabek@southwindsor.org 860-644-2511 x241 Karle Reichle SW Public Works 1arle.reichle@southwindsor.org 860-648-6366 Jeff Folger SW Planning jeffrey.folger@southwindsor.org 860-644-2511 x229 Aneudy Alvarez AA Industries 85 Burnside Avenue East Hartford 860-209-0484 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Senior 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 Nutmeg Road Calcium chloride or water is to be used for dust control as required. 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 in 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 checklist 3. A Town of South Windsor street cut permit is needed for installation of the driveway and another street cut permit is needed for installation of the water service,drainage and other utilities. 4. A drain layers permit is needed for instillation of the sewer lateral. 5. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 6. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 7. 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. 8. 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. 9. Any problems and/or questions regarding construction of this project will be directed to Aneudy Alvarez in the field at phone 860-209-0484. 10.Job meetings will be held as needed,and can be called by the developer or Town. 11. Seventy-two (72) hours' notice needed for certificate of occupancy inspection and a $35 C.O. inspection fee is due at that time. 12.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. 13.Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 14.No paving after October 15 or before April 15 without written approval from Director of Public Works. 15. 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. 16. Sanitary lateral locations should be tied down to existing structures and shown on the progress as built. 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. 4. Sign permits are required for all temporary and permanent signs. SNET/NU 1. Contact utilities for coordination of utilities connection. 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 **PLEASE NOTE THE FOLLOWING 1. Consulting inspection will be welcomed 2. Multiple inspections can be done on the same day 3. Stocking/addition of fixtures to occupancy will only be allowed if the life safety systems are on line. 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, t Michele R. Lipe,AICP Town Planner MRL/ma 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 SOWN SFA C � Tio-� O-P Sau� ?d&U&Ot w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 J�dSOR•Co TELEPHONE(860) 644-2511 December 19, 2011 Karen Isherwood Isherwood Civil Engineering 58 Ordway Drive South Windsor, CT 06074 RE: AA Landscaping 223 Nutmeg Road South, South Windsor, CT Dear Ms. Ishrwood: The South Windsor Water Pollution Control Authority, at its regular meeting of December 6, 2011, approved the connection to the Town's sewerage system for a proposed 4,000 square fL building located at 223 Buckland Road, South Windsor, CT as more specifically shown on plans entitled "Site Plan, AA Landscaping, 223 Nutmeg Road South, South Windsor, CT' Prepared by Isherwood Civil Engineer, South Windsor, CT; Project No.: 1017, Dated 10/17/2011 "GradingtUtilities Plan" Sheet No.: C-2,Revised on 11/22/2011 and 12/1/2011. This approval is. subject to the following conditions: 1. A draft of an easement allowing the Town access to the manhole on the building sewer for monitoring purposes; the easement must be reviewed and approved by the Town Attorney. 2. Final technical approval of the Town of South Windsor Engineering Department. 3. Final Authority approval and acceptance of the sanitary sewerage connection will be conditional upon the installed sewer line having been inspected by the Town staff, and upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very holy yours, Ri and Aries, Chairman Water Pollution Control Authority RA:ead cc: Michael J. Gantick,Director of Public Works eff Doolittle,Town Engineer Michelle Lipe,Town Planner Chris Dougan, Chief Building Inspector- PERMITS/INSP PAYMENT RECPT#: 20535193 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 12/28/11 TIME: 08:31 CLERK: mariadace DEPT: CUSTOMER#: 0 PARCEL: CHG: BONDPL BOND FEE - PLAN 2000.00 AMOUNT PAID: 2000.00 PAID BY: AA LANDSCAPING -� PAYMENT METH: CHECK 5114 REFERENCE: ANT TENDERED: 2000.00 AMT APPLIED: 2000.00 CHANGE: .00 4 PRE CONSTRUCTION MEETING SIGN IN SHEET NAME_ -_- _-_ - - - - - - - - - - COMPANY ADDRESS TELEPHONE # - - - - - --- - - - - - - - - --- - - - - - - ----- --------t---- - -------------------------------------- J-- - - - - -------E - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - ---- - - - - - - - - - - ----------- --�� r --------------- - - - - - - - - - - - - - - f At Rog Tr)sLJ -ka a� 70 ---------;----------------------------------------------;-------------------------------------------- --------------------------------------------- l.-.-.-.-.-------------------------------------_-------------------.-.-.-.-.-.-.-.-....-.-.-.-.L.-.-.-.-.-.-.-----------------------------.-----.-.-.-.-.-.-.-.-------.-.-.-.-.-.-.---------_ S0W N SF4 01019 sou� ?&U&ot Ci U �1 x•co�' 1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074 TELEPHONE(860) 644-2511 November 28,2011 CERTIFIED MAIN 7008 1300 00014578 4259 Karen Isherwood Isherwood Civil Engineering 58 Ordway Drive South Windsor CT 06074 Dear Ms. Isherwood: Re: Appl. 11-37P,AA Landscaping Site Plan We are pleased to advise you that the-Planning&Zoning Commission voted on November 22,2011 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for on property located at 223 Nutmeg Road South,I zone, as shown on plans prepared by Isherwood Civil Engineering dated 10-17-2011, as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including bonds in the amount of$2,000. 4. A landscape bond in the amount of$2,000 is required and must be submitted prior to filing of mylars. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 9. The building street number must be included on the final plan. 10.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 13. Engineering comments dated 11116111 must be incorporated into the plans. Black and white transparent mylars of Sheet#C1 with zoning data block and 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. Sincerely, /L Patrick Kennedy,Chairman Planning and Zoning Commission PK/ma cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Stormwater Management Plan AA Landscaping 223 Nutmeg Road South South Windsor, Connecticut RECEIVE® OCT 17 2011 aaa°saaaaeaaeap®��g SOUTH WINDSOR PLANNING DEPT. ®° o. 7 �°40 o NiaAoL�°°1�,oeo Prepared by Ysher®vood Civil Engineermgz LLC — 58 Ordway Dr. South Windsor,CT 06074 Protl 1017 October 189 2011 r Table of Contents: Page# Existing Conditions 1 Proposed Development 1 Peale Runoff control 1. Nonstructural Drainage System I Erosion/Sedimentation Control 1 Drainage Design(Modification to Parcel A only) 2 Conclusions 2 Appendices: Calculations(Rational Formula) A r Introduction: The applicant is seeking site plan approval to allow for a proposed Contractor's Yard for a landscaping business. Existing Conditions: The 1.36 acre site is one of a few undeveloped lots located in an Industrial Subdivision permitted 25 years ago,in the 1980s. The site is very flat with a slight ridge bisecting the parcel east to west.It is lower than all surrounding property, including the Town's Right of Way. Essentially, all storm water running onto the property from adjacent parcels along the northern and western boundary,continues to drain south- easterly through the site,and into an existing ditch located on the adjacent parcel located to the east. Stormwater then enters the municipal storm system through a culvert which discharges into an existing detention basin:located directly across the street.It is my understanding that this detention basin was designed as mitigation for the expected increase in peak runoff volume associated with development within the industrial subdivision. Proposed Development: The proposed development of the site consists of the construction of a 4,000 sf building, 7 parking spaces and a bituminous driveway access. The site has been graded to minimize the amount of fill needed to develop the site and also allows for some of the lower areas located along the northern boundary,to drain. Runoff from half of the paved surface in front of the garage bays, and a majority of the gravel lot will flow northerly and be routed through a vegetated Swale. The extended time stormwater will travel through the 272 ft. long Swale will allow for water quality treatment prior to discharging into the existing culvert located on the adjacent parcel to the east.In addition,the remaining pavement will also enter into the vegetated Swale located to the east of the building,flowing northerly from the edge of the proposed parking area turnaround Runoff from the remaining gravel area will enter into a vegetated water quality area located south of the gravel lot.A 6 inch recessed pool has been specified to accommodate the water quality volume. A 12 inch culvert is proposed which will direct runoff in excess of the minimum water quality volume into the existing storm sewer system located within. Nutmeg Road South. Peak Runoff Control: No measures have been taken to address peak runoff control. Nonstructural Drainage Systems: The water quality area will provide a permanent pool to allow for settling and infiltration. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site design. These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Seeding and mulching disturbed areas as soon as practical during construction. 4. Installation of construction entrance pad and sweeping of roadways as needed. 5. Maintenance of the above measures. y Mi s Drainage Design: The drainage design of the site has been completed utilizing- a number of computer programs and generally accepted design methods. The runoff from the site under developed conditions has been calculated using the stational Method. Calculations are included in appendix A. Conclusions: The on-site stormwater system with water quality area and-vegetated swale will mitigate any potential storm-water quality impacts from the proposed development. w Appendix A w 1'R55 TC Worksheet HydMfi ►Hydmgrephs Extension for AutoCAD®CH 3D®2011 by Autodesk,Inc.v8 Hyd. No. 1 223 nutmeg; south Deacripffion A B C Totals Sheet Flow ManninVs n-value = 0.010 0.011 0.011 Flow length (ft) = 70.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 0.02 0.00 0.00 Travel Time (min) = 5.33 + 0.00 + 0.00 = 5.33 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope.(%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ftls) =0.00 0.00 0.00 Travel Time(min) = 0.00 + 0.00 + 0.00 - 0.00 Channel Flow X sectional flow area (sgft) = 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(flds) =0.00 . 0.00 0.00 Flow length (ft) ({0))0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 5.33 min TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2011 by Autodesk,Inc.v8 223 nutmeg; north &east scrims A B C ToIRIS Sheet Flow Manning's n-value = 0.010 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 0.02 0.00 0.00 Travel Time (min) = 7.08 + 0.00 + 0.00 - 7.08 Shallow Concentrated Flow Flow length (ft) = 272.00 0.00 0.00 Watercourse slope(°10) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft(s) =0.09 0.00 0.00 Travel Time (min) = 51.30 + 0.00 + 0.00 = 51.30 Channel Flow X sectional flow area (sgft) = 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 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 0.00 TotalTravel Time,Tc......................■.....►.......■......................................... 58.38 min »TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2011 by Autodesk,Inc.v6 Hyd. No. 10 223 NUTMEG-EX. 13esgription A B G Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 70.0 0.0 0.0 Two-year 24-hr precip. (in) = 0.00 0.00 0.00 Land slope (%) = 0.02 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Shallow Concentrated Flow Flow length (ft) = 22.00 66.00 0.00 Watercourse slope(°70} = 0.05 0.01. 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft!s) =0.34 0.20 0.00 Travel Time (min) = 1.07 + 5.57 + 0.00 = 6.64 Channel Flow X sectional flow area (sgft) = 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(ft1s) =0.00 0.00 0.00 Flow length (ft) ({0))0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 7.00 min 7 Hydrograph Report Hydraflow Hydrographs Extension#or AutoCADO CM13DO 2011 by Autodesk,Inc-0 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.139 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 342 cuft Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 5.693 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 *Composite(Area(G)_[(0.190 x 0.90)+(0.100 x 0.30)]/0.290 Hydrograph Discharge Table (Printed venues>-95.W°k of Op.) Time--outflow (min cfs) 5 1.139 ...End 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hy'd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.448 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd.volume = 435 cult Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 7.238 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Composite(AreafC)=[(0.190 x 0.90)+(0.100 x 0.30)1 10.290 Hydrograph Discharge Table Primed values>=85.00%of Qp.) Time--Outflow (min cfs) 5 1.448 ...End A 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAEM Civil3M 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.650 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 495 cult Drainage area = 0.3 ac Runoff .coeff. = 0.69* Intensity = 8.247 inihr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf Asc/Rec limb fact 1!1 Composite(Area/C)=1(0.190 x 0.90)+(0.100 x 0.30)]/0.290 Hydrograph Discharge Table (Printativalues>=95.00%orQp.) Time —outflow (min c%) 5 1.650 ...End M 4 Hydrograph Report Hydraflowr Hydrographs Extension for AutoCADO Gives 3I@ 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.809 cfs Storm frequency = 50 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 543 cult Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 9.041 in/hr Tc by TR55 = 5 min OF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 composite(Area/C)=[(0.190 x 0.90)+(0.100 x 0.30)j/0.290 Hydrograph Discharge Table Time —OutBow (min as) 5 '.80s ...End 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 1 223 nutmeg; S Hydrograph type = Rational Peak discharge = 1.968 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 590 tuft Drainage area = 0.3 ac Runoff coeff. = 0.69* Intensity = 9.833 in/hr Tc by TR55 = 5 min IDF Curve = SampleFHA.idf ASc/Rec limb fact = 1/1 Composite(Area/C)=[(0.190 x 0.90)+(0.100 x 0.30))/0.290 Hydrograph Discharge Table (Panted values>=0.00%at cap:) Time e Outflow (min cfs) 5 1.968 ...End Hydrograph Report Hydratlow Hydrographs Extension for AutocAM Civil 3DO 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 73.82 ft Max. Storage = 342 cult Storage Indication method used. ...End M 3 Hydrograph Report Hydnafiow Hydrographs Extension for AutoCAD®Civ113DXD 2011 by Autodesk,Inc.va Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd, volume = 0 cuft Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 73.91 ft Max. Storage = 435 cuft Storage Indication method used. ...End 4 Hydrograph Report Hydreflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by AutodesK Inc.A Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.000 ifs Storm frequency = 25 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 73.97 ft Max. Storage = 495 cuft Storage Indication method used. ...End 5 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD®C10 3130 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.001 cfs Storm frequency = 50 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 4 tuft Inflow hyd. No. = 1 - 223 nutmeg; S Reservoir name = water quality are Max. Elevation = 74.01 ft Max. Storage = 543 cuft Storage Indication method used. Hydrograph Discharge Table Peincedvaluess=95.Wl.ofOp.) Time Inflow Elevation Clv A CIv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfiil Outflow (min) cis ft cfs cfs cfs cfs cfs cis cfs cfs cfs cis 10 0.000 74.01 << 0.001 - - -- --- --- ---- --- --- 0.001 li 11 0.000 74.01 0.001 --m -- ---- -- - --- - - 0.001 12 0.000 74.01 0.001 - - - --- --- -- --- - 0.001 13 0.000 74.01 0.001 ---- - - - - ----- -- --- 0.001 14 0.000 74.01 0.001 -- - -- - - - _--- --- 0.001 15 0.000 74.01 0.001 -- ----- ---- -- -- --- - - 0.001 16 0.000 74.01 0.001 - 0.001 17 0.000 74.01 0.001 ---- 0.001 18 0.000 74.01 0.001 --- - --- - - - - - 0.001 19' 0.000 74.01 0.001 - - --- - -- -_ - --- 0.001 ...End r 6 Hydrograph Report FWraftw Hydrographs Extension for AutoCAM Civil 31*2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 2 water quality Hydrograph type = Reservoir Peak discharge = 0.010 cfs Storm frequency = 100 yrs Time to peak = 10 min Time interval = 1 min Hyd.volume = 51 cult Inflow hyd. No. = 1 -223 nutmeg; S Reservoir name = water quality are Max. Elevation = 74.05 ft Max. Storage = 589 cult Storage Indtcatlon method used. Hydrograph Discharge Table (arWedvalum'=96.00%dVQp.' Time inflows Elevation Clv A Clv B Clv C PfRar Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfss cfe cfs cfs ere cfs de cfs cfs cfs 10 0.000 74.05<< 0.010 — --- --- ----- --- -- ---- ---- 0.010 11 0.000 74.05 0.010 — --- --- ---- -- -- ----- --- 0.010 12 0.000 74.05 0.010 -a-- -- -- ----- ---- ---- --- 0.010 13 0.000 74.05 0.010 --- ---- -- - ---- ---- ---- - 0.010 ...End 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational peak discharge = 1.237 cfs Storm frequency = 2 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 4,304 cuft Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 1.741 in/hr Tc by TR55 = 58 min IDF Curare = SampleFHA.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)=[(0.660 x 0.90)+(0.400 x 0.30)]11.060 Hydrograph Discharge Table Prirrted values 80.00%of Qp.} Time --Outflow (min cfs) 53 1.130 54 1.151 55 1.173 56 1.194 57 1.215 58 1.237 59 1.215 60 1.194 61 1.173 62 1.151 63 1.130 ...End y - 2 Hydrograph Report Hydro=Hydrmraphs Extension for AutoCAD®Civil 3DS 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd No. 5 223 nutmeg; CIE Hydrograph type = Rational Peak discharge = 1.786 ofs Storm frequency = 10 yrs Time to peak = 58 min Time interval = 1 min d volume = 6,216 cuft T e al Hy Drainage area = 1.1 ac Runoff c oefF. = 0.67* Intensity = 2.515 n/hr Tc by TR55 = 58 min IDI= Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 "Composite(AMC)=1(0.660 x 0.90)+(DAW x 0.30)]11.060 Hydrograph Discharge Table (Printed SO=%of QP-) Time --Outflow (min cfs) 53 1.632 54 1.663 55 1.694 56 1.724 57 1.755 58 1.786 59 1.755 60 1.724 61 1.694 62 1.663 63 1.632 ...End w 3 Hydrograph Report Hydraflow Hydrographs F_xtensfon for AutoCAM CM 3139 2011 byAutode*tn&v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational- Peak discharge = 2A 10 cfs Storm frequency = 25 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 7,341 cult Drainage area = 1.1 ac Runoff cveff. = 0.67* Intensity = 2.970 in/hr Tc by TR55 = 58 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 *Compostte'(AreaiC)=j(0.660 x 0.90)+(0.400 x 0.30))!1.060 Hydrograph Discharge Table Time--Outflow (min cfs) 53 1.928 54 1.964 55 2.001 56 2.037 57 2.073 58 2.110 4< ' 59 2.073 60 2.037 61 2.001 62 1.964 63 1.928 ...End w Hydrograph Report 4 Hydmfkw+r HydrWmphs Extension for AutoCMM CM13i*2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 2.361 cfs Storm frequency = 50 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 8,218 cuft Drainage area = 1.1 ac Runoff c oeff. = 0.67* Intensity = 3.325 in/hr Tc by TR55 = 58 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 composite(Area/C)=[(0.660 x 0.90)+(0.400 x 0.30)j/1.060 Hydrograph Discharge Table (Minted values}=ao.00%of Qp.) Time --outflow (min cfs) 53 2.158 54 2.199 55 2.239 56 2.280 57 2.321 58 2.361 59 2.321 60 2.280 61 2.239 62 2.199 63 2.158 ...End 5 Hydrograph Report Hydraftw Hydrographs Extension forAutoGAD@ Chit 3D92011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Hyd. No. 5 223 nutmeg; NE Hydrograph type = Rational Peak discharge = 2.612 cfs Storm frequency = 100 yrs Time to peak = 58 min Time interval = 1 min Hyd. volume = 9,089 cuft Drainage area = 1.1 ac Runoff coeff. = 0.67* Intensity = 3.678 in/hr Tc by TR55 = 58 min iDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)=[(0.660 x 0.90)+(0.400 x 0.30)111.080 Hydrograph Discharge Table (ArkDad vakea>m 90. of Qp.) Time a Outflow (min cfs) 53 2.387 54 2.432 55 2.477 56 2.522 57 2.567 58 2.612 59 2.567 60 2.522 61 2.477 62 2.4332 63 2.387 ...End w 1 Hydrograph Report Hydraflow H"Mraphs Extension for Aut"X*Chdl 3CM 2011 by Autodesk,Inc.ve Monday,Od 17,2011 Hyd. No. 14 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 1.768 cfs Storm frequency = 2 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 742 cult Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 5.199 in/hr Tc by TR55 = 7 min IDF Curare = SampleFHA.ldf Ase/Rec limb fact = 1/1 Hydrograph Discharge Table . {Prtnted vale a=90.00°b or Qp.) Time --Outflow (min eft) .7 1.768 ...End 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO CM130®2011 by Autodesk,Inc.v8. Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.278 cfs Storm frequency = 10 yrs Time to peak = 7 min Time interval" = 1 min Hyd. volume = 957 cuff Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 6.701 in/hr Tc by TR55 = 7 min OF Curare = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table (PrdnW values>=90.00%of Op.) Time --Outflow (min cfs) 7 2.278 e< ...End 3 Hydrograph Report Hydraflow Homgmpbs Extension for Auto=*CWH 3DO 2011 by Auk desk,Inc.v8 Monday,Oct 17,2011 Hyd, No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.606 cfs Storm frequency = 25 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,095 cuft Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 7.666 in/hr Tc by TR55 = 7 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table {printed velues>=90 U0%of L1P•) Time a Outflow (min eft) 7 2.606 ...End 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAi S Civil 3D®2011 by Autodesk,Inc.ve Monday,Oct 17,2011 Hyd. No. 10 223 NUTMEG-EX. Hydrograph type = Rational Peak discharge = 2.864 cfs Storm frequency = 50 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,203 cuft Drainage area = 1.4 ac Runoff coeff. = 0.25 Intensity = 8.423 in/hr Tc by TR55 = 7 min IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1 Hydrograph Discharge Table (Printed values>=90.001%of Op.) Time o Outflow (min as) 7 2.864 e< ...End 1 Hydrograph Summary ReporktraflowHydrographsEAension for AutoCADf)CnnI3D®2011 byAutodesk,Inav8 Hyd. Hydrograph Peak Time Time to Hyd. lnflow maximum Total Hydrograph No. type now interval Peak volume hyd(s) elevation stMe used Description (Orion) (cis) (min) (min) (cuff) (it) (cuft) 1 Rational 1.139 1 5 342 — 223 nutmeg,S 2 Reservoir 0.000 1 n/a 0 1 73.82 342 water quality 5 Rational 1.237 1 58 4,304 — — 223 nutmeg;NE 10 Rational 1.768 1 7 742 — 223 NUTMEG-EX. 1017.gpw Return Period:2 Year Monday, Oct 17,2011 3 Hyd rog ra ph Summary Reportyd, ,liydrographs EXtenslon for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Hyd.. Hydrograph Peak Time Time to Hyd. Inflow li wdmum Total Hydrogmph No. type now Interval Peak volume hyd(s) elevation strge used Deacription (origin) (cis) (min) (min) (cult) (ft) (cuft) 1 Rational 1.650 1 5 495 — --- 223 nutmeg;8 2 Reservoir 0.000 1 n/a 0 1 73.97 495 water quality 5 Rational 2.110 1 58 7,341 -- 223 nutmeg;NE 10 Rational 2.606 1 7 1,095 -- - ---- 223 NUTMEG-EX. 1017.9pw Return Period:26 Year Monday,Oct 17,2011 r_- 4 Hydrograph Summary Report, ydraftow Hydrogt°ap,s Extension far AutoCACO Ghrit 3DO 2011 by Autodesk,inc.v8 HytL Hydrograph Peak Th Time to Hyd. Inflow I fan Total Hydrograph NO. 4130 flaw interval Peak volume hyd(s) elevation shW used Descr"on (origin) (eft) (min) (min) (cult) (fQ (cuff) 1 Rational 1:805 1 5 543 — --- 223 nutmeg;S 2 Reservoir 0.001 1 10 4 1 74.01 543 crater qualify 5 Rational Z361 1 58 8,218 ---- ---- - 223 nutmeg;NE 10 Rational 2.864 1 7 1,203 — 223 NUTMEG-EX. i 1017-9pw Retum POW:50 Year Monday,Oct 17,2011 n 5 R dro ra h Summary Report,.,. d HydrographsExtension for AutoCAD@ Cvi 3�2019 bYAutodeskInc,vs Hyd. HydroWaph Peak Time Time to Hyd. Inflow Maximum Total Hydmgraph No. type low Interval Peak volume hyd(s) elevation strge used Description (origin) (cis) (min) (min) (cult) (it) (cult) 1 Rational 1.968 1 5 580 -- — 223 nutmeg;S 2 Reservoir 0.010 1 10 51 1 74.05 589 water quality 5 Rational 2.612 1 58 91089 223 nutmeg;NE 10 Rational 3.121 1 7 1,311 223 NU7NIEG-EX. 1017gpw Return Period: 100 Year Monday,Oct 17,2011 L Pond Report 2 I Hydraflow Hydrographs Extension for AutoCM*Civil 3DW 2011 by Autodesk,Inc.v8 Thursday,Oct 13,2011 Pond No.2- Water quality area Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=73.50 It Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 73.50 897 0 0 0.50 74.00 1,222 528 528 0.75 74.25 1,390 326 854 1.60 76.00 2,000 1,264 2,118 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [g] [C] [D] Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) - 0.00 0.00 0.00 0.00 Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Caeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 74.00 0.00 0.00 0.00 Weir Type = - -- - - Length(ft) = 48.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 6.25 0.00 0.00 n/a N-Value = .013 .013 .013 rite Orince CoW. = 0.60 0.60 0.60 0.60 ExfIQ1n1hr) = 0.000(by Contour) Multi-Stage = rile No No No TW Elev.(ft) = 0.00 Note:Culvert/Orirrce outflows are analyzed under inlet Go)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage I Discharge Table Stage Storage Elevation Clv A Civ B Civ C PrtRsRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cis cfs cis cfs cfs cfs afs cfs cfs cfs 0.00 0 73.50 0.00 - - - - - - -- - - 0.000 0.50 528 74.00 0.00 - - - - - - - - - 0.000 0.75 854 74.25 0.26 is - - - - - - - - _ 0.262 1.50 2,118 75.00 2.67 is -- - - - - - - - - 2.674 Jm \ I aom sF / tJ eunncvc \/ ! `��,,,J •,,,\ `' /I)I J I1 No. Revfeton/l— Cate ISHERWOOD CIVIL ENGINEERING MM•.7110/ 59 QMWAY M NC/ MTH N,NGSM aY 00074 G' teao eaaaoem 9 BOO'4�A(J ` ` w.. iw.aom Aft- DEV DRAINAGE AREA Mim `\ ALVAREZ / ASSOCIATES,LLC "�� YG4 NUTMEG ROPDSOUTH "``,,,,`".q,Gp ,�"�. � SOUTH N7NOSQR. CONNEC7'ICUT Y L 1017 D-1•� r,�.201, r TOWN OF SOUTH WINDSOR RE%l-E)VED STAFF SITE CHANGE FOR SITE & SUBDIVISION � � •! Z�)2 GENERAL: S"W""PLqW1XFT. CHANGE ORDER CONTACT PERSON (i-l�P ��Nit Y e �. Phone Imo. yd y Address 2 Z.3 &AA M^e.1 r-?b Sv L.AA. Site Name -� A 1- 6,n J s e,-ct P&Z No. Owner I/r, 2 r4 55 oc ,n IS Phone No J�k 26 y o Y f y Contractor Signature of Owner Date: Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) 7 C QAt\eC4 i 0 fx ,.:� � r 4 Y^ceA xokk. r Mtn o � 0 a FEW v t 4.-(. Z7 �' �Uq,�/��v �. - or� {� _ F.�1 �,t.v l ^�' ✓ ( hip �!t r� �)i if 2 . Reason for Change: (Why is change required) APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: Dir.. of Public Works,, Date: Other: (° �i li r 3� /'. /,( �r, � '.t, ,� l Date: J 1(j z_� STAFF COMMENTS: r- White Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: /► //,,�� ) CHANGE ORDER CONTACT PERSON kex A,VG r e 2 Phone No.?�'(J o{� `I o y ky j Address '. Pit If N �. e 4yf Site Name P&Z no. / 3 Owner Alva,(-2 L L t Phone No._.L, 20 ptl Contractor j 4v" !c Signature of Owner Date: Y1111I', Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) Reason for Change: (Why is change required) &I C APPROVALS: (As Required) ; Dir. Of Planning I Date: ' / I Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning POST TOP CHAIN LINK FABRIC, LINE POST ROUND END & (TOP SELVAGE LOOP CAP CORNER POST OPTION) RAIL TIE 1.66" [42.2MM] (1 5/8") OD TOP RAIL LINE POST (ROUND OR "C") 1.66" [42.2MM] (1 5/8") OD BRACE RAIL BOTTOM SELVAGE KNUCKLED HOG RING TENSION WIRE LINE POST TIE (OPTIONAL) I I I I TURNBUCKLE ADJUSTABLE III I TENSION BAR TRUSS ROD I IIII I I I I � III � I IkI i III I I Ii I l l l l IL I10,-0" [3048MM] MAX SPACING I I I I ( I I U I I l u l L_J LJ LJ END & CORNER TOP & BOTTOM PRIVACY OPTIONS POST TOP OPTIONS •FABRIC OPTIONS STANDARD—PDS FIN/SLAT 1000 0 z o i FENCE SECTION ELEVATION - ROUND END POSTS D V Y Q NOTES: }I---I{ 1. METRIC DIMENSIONS ARE NOMINAL EQUIVALENTS TO U.S. DIMENSIONS. 2. SPECIFICATIONS SHOWN CAN BE CHANGED BY MASTER HALCO ONLY. 3. FOOTING WIDTH TO BE (4)X POST WIDTH. MINIMUM DEPTH 36" [914MM]. ANCHOR FENCE PRODUCTS BY: JRR DWG: MASTER by Master Halco TYPICAL HIGH FENCE DATE: 09_22-95 1 - 1 130 HALCO Orange, CA ROUND END POSTS, WITH TOP RAIL & REV: D LAYER: Phone No.: 800-229-5815 1 www.FenceOnline.com WITHOUT BARBED WIRE REV DATE: 08-25-06 SCALE: ALL RKiHfS RESERVED.^:;�Y 3/8" 1'-0" Power Supply LLC 2 Basket Shop Road Columbia, CT 06237 Ron Nowak, Licensed Electrical Contractor Phone:860-558-3779 12/22/17 To Whom It May Concern: I am writing in regard to the electrical work done at 223 Nutmeg Road South, South Windsor, CT. At the time the building was wired, the building plan showed 3 exterior fixtures. Those fixtures were to be metal-halide fixtures. However, the owner enrolled in the CT energy rebate program available at the time. Seven exterior LED fixtures were installed. The fixtures that were installed were by definition the full cutoff light type luminaires. Therefore, the installation meets the requirements of Article 6; Site Development Regulations. Sincerely, Ronald J. Now k Ct Lic# 104558 — E1 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Phone No. J�Q ZD 9 0 y8q Address Site Name K-1A It L I I3a ( L( P&Z No. --? Owner A IV01Y co Z Phone No. 01IL4 D 0z ,01/6)f Contractor Signature of Owner f ' r Z,' Date: — <i --7 0 l Signature of Design Eng Date: CHANGE: (Describe location and aafjlre of change. Include Four (4) copies of plan/profile of Change. ) Elu WWII Reason for Change: (Why is change required) o Jam.- h_ ;n r�X, r, APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer J rt Date: j�G jf y Dir. of Public rks Date: Other: Date: STAFF COMMENTS: {V,� 3 r t 1, White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod Engineering Department LF11vl ( 1 C AC' IT,gILl I r I ( AGKF4 t l 1 U 1 e -.tl�rva E u I'w r l T rrnn r l n T L c I r I ,u::n r ry nI[ �( r. u. I . - TA:)...1:: E'JE;NTllln -6 L;1 1 DAliU: f:,i-N f:I'ION GONt1Y0l:a Ihln PAP) RECOMMENDED MINI MUM TRENCH WIDTHS PWE DIWL IN,TRENCH WIDTH 3V NOTES I3—) 11UYmm1 IS- 1.ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321,"STANDARD PRACTICE (3T5mmI IRWmmI d P FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW Euomm) (SU,mmI APPLICATIONS',LATEST ADDITION (SW�nml 112tgmm) 2.WHEN REQUIRED, SHOULD BETAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILI MATERIAL, y WHEN REQUIRED. {?Wmml (Ie2Tnm) 3.FOUNDATIONS.WHERE THE TRENCH BOTTOM IS UNSTABLE,THE CONTRACTOR SHALL EXCAVATE TO f9wmml. (lezemml A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ar rr ENGINEER.AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER,THE TRENCH 1105omm) (te29mn) BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. qe- eo- (+z90n�m1 (20 .) D 8UMENGA,SUITABLE MATERIAL SHALL BE GLASS OR III,THE CONTRACTOR SHALL PROVIDE �• 4Y DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER,UNLESS OTHERWISE NOTED BY THE 113:Artml (2235mm) ENGINEER,MINIMUM BEDDING THICKNESS SHALL BE 4-(100mm)FOR 4%24•(100mm-B00—N 6'(150mm) ¢o• Ne' FOR 30•-6(r(750mm-1500mm). (Zs ) (zl—) 5.INITIAL BACKFILL'.SUITABLE MATERIAL SHALL BE CLASS I,II OR III IN THE PIPE ZONE EXTENDING NOT MINIMUM RECOMMENDED COVER BASED ON LESS THAN B'ABOVE CROWN OF PIPE,THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR VECHICLE LOADING CONDITIONS MATERIAL SPECIFICATION TO ENGINEER.MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, SURFACE LIVE LOADING CONDITION LATEST EDITION, PIPE DIAM. HQ5 HEAVY CO STRUCTION I75T AXLE LOADI' 6.MINIMUM COVER:MINIMUM COVER,H,IN NON-TRAFFICAPPLICATIONS(GRASS OR LANDSCAPE AREAS) (30t2•'4e•mm tr A6' IS 12'FROM THETOP OF PIPE TO GROUND SURFACE.ADDITIONAL COVER MAY BE REQUIRED TO gnm-120W ) (ZW ) (12DDmm) PREVENT FLQATION.FOR TRAFFIC APPLICATIONS,MINIMUM COVER.H,IS 12-UP TO 48-DIAMETER PIPE 54'-e0' 24• 60• AND 24'OF COVER FOR 54'-6G'DIAMETER PIPE,MEASURED FROM TOP OF PIPE TO BOTTOM OF ft35omm-1500mm1 pi (tSDomm7 FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. "VEHICLES IN EXCESS OF 76T MAY REQUIRE ADDITIONAL COVER AWANCED ORNNAG[SrS'IE'p15,NG mI XAS PREPNIED THIS DLTNL BA6W ON INiORWTON PROMOEU ro ADS iN5 nev. oERc O CXM OPAN'INO 6 NTRiOEO 10 DEPICT T1�• MPONEN6 AS gEWESifA. IDS INS NOT PERFMMEO ANY lNGINEEPoNO 011 0S SBMO6 FOR 1N6 PRWEOT,NON NAS AOS INOEPppEMLY VDR61E0 TIIE NI/Opy,1pN SUPPUFD. ME IN1TNlA11W OLTMS EB1�®yNp FRONDED XD1DX NK GENFAAI RECOMM[NOAlI0N6 AND ARE NOT 9PEGRC TOR TXIB PRWECT. iNE OE9GN[NGINFER SITYL DWAUA=N DlL1B, unXO,CalOiion Rt4hW TFIE9E DETAR$PRpR i0 CONS gUmION m Ni 11R 061GN ENQNEERs RESPONSIBILRY TO ENSURE t1R:OETAVA PRN10Ep XERON MFPTS OR EZOEF09 TIE APPL1CABlE NAtpHAI,SLATE,OR LOCAL REp11REMEMS ANO N ENSWIC THAT TIE ORVLS PRONCRD H[RDN AN[ACCEPTA&E IOR THIS PROIEm, y-TO_302 2 I IN SFEIAME —FRNMEANUGFA'LE QiY URIERGl.RISEN CD /.(2J i'ONOREIE OULLAR IDY OT11ER0) SHALL'cE 321'(513,o 1\ 14FHAl'I'Ufl TURF % I \ J/ 1T, 8' min. mN.To MITI[ 'nrinuF TOP OE PIPE //\\//\\//\ — 15 MINIMUM MAXI41UM I� .._...._ ._... ...._. _..... r,LASS I SACKFILL i BEDDINIC,,'_:R STM D/:ll, y IATENAL SH141 BE tLELLPACED UNIFORMLY AHCUND STRUCTURE AND N FT CONNE;TIGNB PIPE 5'R,'S AND r„SYPADI LD I119"M V LIFTS NP _� SPLCIFY DIA:1ETE1,LOCATION N CONNEc f ON TYPE IT AD' HI,LE WALL AHIE`a, FC YF,(7:YLEIJE RI I "IOPU•tI MLVIMU,^.I BEDDIN(THIU(NESSH FC IFIE Doi - DESIGN ENCI EFI TU G JL'.TF SIJTf OI I 1 FOR LUADINOAND SDI:.CONpIi R)N5,BI>rNUi' LESS iY,AN G'T':iG!.i'AI 4flri�u NOTES. Nvmnr cN T FOR BURIAL DEPTHS GREATER TH V,OR WHERE GRODNO'NA TER'NILL SE DJCOUNIERED CONTACTAOS APPLICATONS ENGWEERNG IIP MANIIOI.E 2,AVOIDCONSTRUCTION LOADING ON DOMEANO STRUCTURE PRIOR TO CONCRETECOIURIN6TPl4ATCN, INSTALLATION(4Nin) Ni0 M� RMY4Fl Mamp. NOiOS— avwr rmc 10*N SN O 7-0w, ` O-P slau� e a • �� 1540.SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�dSOR•co TELEPHONE(860) 644-2511 October 11,2018 Aneudy Alvarez 85 Burnside Avenue East Hartford, CT 06108 Re: Appl. 11-37P,AA Landscaping Bond Release Dear Mr. Alvarez: This is to advise you that the Planning and Zoning Commission voted on October 9, 2018 to release the following bond as follows: Appl. 11-37P, AA Landscaping$2,000 Bond reduced by$2,000 to leave a balance of-0- A check will be mailed to you from the Town of South Windsor. If you have any further questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Sincerely, TL Bart Pacekonis,Chairman PLANNING&ZONING COMMISSION BP/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner ` TTAL DATZ« Dec 20 2011 4r�M®M 11 IlililwS I nnFf�M®x!1 119 R APPLICANT RAMS A21 Paz. ADDRESS PRO=CT ZO ATXOX/ADMMSS 22S Xu . Rea, $* 'I► SUBDVnSION PU OR XWAjjCd APPLXCATIC4 Note= -S7F i t n.se..r+r.. .asnN DA PARUMUT211. Iwire.G. SUMMM'- BY SSCZVZD BY FINANCE UO2 0l162-` Iui — BOND RELEASE TRANSMITTAL DATE: October 11, 2018 APPLICANT NAME Aneudy Alvarez ADDRESS 85 Burnside Avenue East Hartford, CT 06108 PROJECT LOCATION/ADDRESS LOT 223 Nutmeg Road South P&Z OR IWA/CC APPLICATION NUMBER Appl. 11-37P MUNIS APPLICATION NUMBER 2011101227 SUB ACCOUNT NUMBER 500172 ORIGINAL BOND AMOUNT $ 2,000 CHECK NUMBER 5114 Please Release $ 2,000 Please release the bond indicated above as all of the required work has been completed. Lauren L Zarambo 10111118 NAME DATE l 0 3 ? BY CHECK # ISSUED DATE C� 0 /a , % -7 WAPlanning Admin\PZMonds\2018 Bonds\11-37P AA Landscaping BondReleaseTrans.doc