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HomeMy WebLinkAbout05-05P Site Plan of Development TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION OWIN stll< APPLICATION FORM Application No: 5�5 R 's�,r R " Official Receipt Date: F ° Receipt No: DEC 2 3 2004 � SOUTH P ANNIRG DEFT, APPLICANT: John Fitch Partners, LLC & Andre L. Charbonneau ADDRESS: 125 Edwin Road South Windsor, Ct. 06074 45211 OWNER OF RECORD ON LAND RECORDS: Same As Above ADDRESS: COMPLETE LOCATION OF PROPERTY: 1249 & 1265 John Fitch Boulevard ASSESSOR'S MAP # 84 PARCEL# 49 & 50 ZONE I NAME, ADDRESS, TEL& FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Dana Steele J.R. Russo & Associates 1 Shoham Road East Windsro, Ct. 06088 623-0569 Fax 623-2485 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Resubdivision ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Approval ❑ Open Space Subdivision (Public Hearing Required) ❑ Special Exception to Article (Public Hearing, Certified letter to abutters required) ® Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulation Amendment: ❑ Zoning ❑ Subdivision (Attach proposed amendment) ❑ Amendment to Town Plan of Development ❑ Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature of Applicant Signature of Property Owner (See reverse side for additional information) ZONING BOARD OF APPEALS October b, 1972 CERTIFIED MAIL Mr. Marvin Cormier Parkway Superstores Inc. 1249 John Fitch Boulevard South Windsor, Connecticut Bear Mr. Cormier: Appeal90B This is to notify you that your application to the South Windsor Zoning Board of Appeals for a variance to allow a sign larger than permitted and more than one sign on premises known as 1249 John Fitch Boulevard, has been granted as follows. The Board voted to grant Appeal 1908 for a variance to allow a sign larger than permitted and more than one sign in light of the fact that the existing sign on the building is not adequate. The siggnn is to be placed beyond the State taking line, twelve feet from the abutting property line. The sign is to be 4' x $1 , no more than twelve feet from the ground, and not illuminated after 9 p.m. The content of the sign is to be as submitted at the Public Hearing. The Board fools that a second sign is needed to indicate the place of business for traffic traveling south on John Fitch Boulevard. Very txuly yours$ Wilfred O. Boucher Chairman W©B:ars Appl #05-05P, John Fitch Partners Planning Department Report 1. Request for a site plan approval for the construction of a 25,200 sf facility located behind the existing building at 1249 John Fitch Boulevard, I zone. Maximum impervious coverage allowed is 65%, 27.9% proposed. Lot size is 9.4 ac.; minimum lot size allowed is 20,000 sf. Frontage is 150 feet; minimum allowed is 100. Front yard setback for this building is over 500 feet. 2. Access to the rear portion of this site will be through the existing drive on the property located at 1265 John Fitch Boulevard. 3. The parking requirements are determined by the proposed specific uses on the site. The front building parking shows a retail uses and warehouse use requiring 26 spaces and the back building requires 36 spaces; the applicant is showing 33 spaces for the back building. A waiver of 3 spaces is being requested. 4. The Commission should be aware that this property received a variance in 1999 from the ZBA which allow any uses in the restricted commercial zone to be permitted on this property. 5. There are overhead door shown on the southern side of the proposed building. Staff have a question about the types of vehicles that will be accessing this site because it does not appear that an 18-wheel vehicle can turn around once it gets onto the site. The applicant representatives have indicated that only smaller vehicles will be able to access this site; no tractor trailers will be able to maneuver on site. 6. The applicant appeared before the ADRC on 1/20/05. The Committee was pleased with the landscaping and lighting as presented. At that time, the applicant's representatives indicated that because this is a spec building that the architecture design had not been finalized with colors/materials. He presented a "typical" industrial building that the applicant has built in other locations. The ADRC indicated they would like to see the "final" architectural plans and materials/colors prior to construction. 7. The proposed lighting will be full cut-off wall paks on the building. 8. There is no signage proposed at this time. 9. There is a buffer requirement for this property because it abuts a residential zone to the west. The applicant is proposing to leave the bulk of the western portion of the site undisturbed and protect it with a conservation easement. We have had a resident from Ident Road present concerns about the screening of the adjacent site. It appears that the original landscaping has been eaten by deer. They are proposing to supplement that vegetation with 12 white spruce trees, 5- 6 feet at planting. 10.There are regulated wetlands on the property. The applicant received IWA/CC approval on 12/15/04 with the standard conditions and some additional conditions: • Debris should be removed from the property; a conservation easement is to be established along the limit of clearing on the western side of the property, eastern limit of clearing and around the detention basin. • The drainage area associated with the watercourse to the south should be monitored on an annual basis. Any solid waste that surfaces should be removed. • A bond in the amount of$15,000 be submitted to the Planning & Zoning Commission to ensure compliance with the erosion and sediment control measures. • A bond in the amount of$10 000 be submitted to the Planning & Zoning Commission to ensure the establishment of the detention basin and biofilter structure. 11.The site is serviced by public water and sewer. Water Pollution Control Authority ap roval is required. c;t,c _J_ 12.There-io-a dumpster shown on a concrete pad and screened. 13.If this application is approved, the planning department requests the following modifications: The western property boundary should reflect the rear yard setback. ' R December 23, 2004 Certified #70020460000197443975 J. R. Russo &Associates 1 Shoham Road East Windsor, CT 06088 RE: Appl. #04-83W—John Fitch Partnership, 1249 John Fitch Boulevard, I zone Dear Mr. Urssery: At the December 15, 2004 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #04-83W—John Fitch Partnership— 1249-1265 John Fitch Blvd. — Inland Wetland/Conservation Commission application for regulated activities in connection with the construction of a 25,000 sq. ft. Industrial building, parking, stormwater system, and associated improvements on property located westerly of John Fitch Blvd. (Rte. 5). I-Industrial zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. 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 December 15, 2009. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. All debris and solid waste should be removed from the property. 7. Field location of the outlet structure for the detention basin should be approved by Town staff. t John Fitch Partnership December 23, 2004 Page 2 8. Establishment of a conservation easement along the limit of clearing on the western side of the property, eastern limit of clearing and around the detention basin. 9. The drainage area associated with the watercourse to the south should be monitored on an annual basis. Any solid waste that surfaces should be removed. 10. We recommend a bond in the amount of$15,000 be submitted to the Planning &Zoning Commission to ensure compliance with the erosion and sediment control measures. 11. We recommend a bond in the amount of$10,000 be submitted to the Planning &Zoning Commission to ensure the establishment of the detention basin and biofilter structure. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth A. Warren, Chairperson EW:dr cc: Chief Building Official DRAINAGE REPORT New Industrial Building on Rear Portion of 1249 John Fitch Boulevard, South Windsor, CT Prepared For: John Fitch Partners, LLC 125 Edwin Road South Windsor, CT 06074 November 11, 2004 j R tL 232004 Prepared By: J.R. Russo & Associates Land Surveyors&Professional Engineers 1 Shoham Road,East Windsor,CT 06088 Phone:(860)623-0569,Fax: (860)623-2485 Project and Site Description John Fitch Partners, LLC proposes to construct a 25,200 s.f. industrial building for one or more future tenants to be located in the rear(western)portion of 1249 John Fitch Boulevard. The subject parcel is approximately 9.4 acres in area and is located on the west side of John Fitch Boulevard (Rt. 5) in South Windsor, Connecticut. The front portion of the parcel along Route 5 contains an existing 14,000 s.f. industrial building with associated parking and loading areas. The project area includes approximately 2 acres in the rear portion of the parcel. The project area is bounded to the north by an existing detention area and industrial building at 1265 John Fitch Boulevard and to the east, west and south by tributaries to Stoughton Brook. The tributary between the existing building at 1249 John Fitch Boulevard and the project area receives stormwater discharges from the detention basin and parking area at 1265 John Fitch Boulevard as well as a 36"RCP conveying runoff from the watershed on the east side of Route 5. The Hartford County Soil Survey identifies the soils of the project area as Merrimac sandy loam(MyB),which is classified as a type A soil group. (See attached Soils Map) Soils in the front portion of the property area identified as Windsor loamy fine sand(WvB) and soils to the north are identified as Ninigret fine sandy loam(NnA)while the soils associated with the surrounding tributaries are sand & clay terrace escarpments (Te). Access and utilities for the development will be provided by means of a proposed easement across the existing entrance for 1265 John Fitch Boulevard. The applicant proposes to construct a stormwater management system utilizing a series of best management practices including: 1) annual sweeping and structure maintenance, 2) 2-foot catch basin sumps, 3) sediment forebay, 4) detention/retention basin, and 5) outlet protection. Pre-Development Runoff Conditions The extremely low curve numbers (CN=30) for existing conditions made the SCS unit- hydrograph method unsuitable for estimating pre-development peak flow rates. The Rational Method is an accepted method for determining peak flow rates and was used for this purpose. The 2.14 acre project area is mostly meadow and woods with slopes ranging from 1 to 5 percent. A runoff coefficient of 0.15 and a time of concentration of 10 minutes were assumed to represent pre-developed conditions. Rainfall intensities for a 10-minute duration were taken from the DOT Drainage Manual, Table B-2.1. Calculated peak runoff rates under pre- developed conditions for each design storm are listed in the table below: Storm Area Runoff Rainfall Runoff Rate Frequency (acres) Coefficient Intensity(in/hr) Q (cfs) 2 2.14 0.15 3.6 1.16 5 2.14 0.15 4.3 1.38 10 2.14 0.15 4.8 1.54 25 2.14 0.15 5.5 1.76 50 2.14 0.15 6.0 1.93 100 2.14 0.15 6.5 2.09 11/11/04 Page 2 of 4 Pipe Sizing Pipes for conveying roof and pavement runoff were sized by the Rational Method to accommodate a 25-year storm event(see attached Pipe Sizing Chart). For these calculations, a minimum time of concentration of 5 minutes was assumed for all drainage areas. Runoff coefficients were estimated using 0.9 for impervious areas and 0.2 for lawn and landscape areas. Drainage areas for each structure along with their corresponding percentage of impervious area are delineated on the attached Drainage Area Map. Pipe capacities and velocities were calculated by Manning's formula assuming an `n' value of 0.012 for smooth interior(Type S) corrugated polyethylene pipe (CPEP). Outlet Protection Two storm drainage outlets are proposed for this project. The outlet for the access driveway and existing off-site flows will be armored by a preformed scour hole designed in accordance with section 8.7.6 of the DOT Drainage Manual. For design purposes, the 36"outlet pipe was assumed to be flowing full. At a slope of 0.6%the outlet pipe.has a full flow capacity of 56 cfs. The outlet location was selected to provide a minimum slope in the immediate downstream channel to reduce potential erosion beyond the outlet control area. The immediate downstream channel can be approximated as a triangular channel with 2:1 side slopes and a 1% gradient. The attached Manning's formula calculation estimates the tail water to be 2.6 feet @ 56 cfs. However, for a conservative design, we assumed a tail water depth(TW) of 1 foot. The required stone size is therefore: d5o=(0.0125Rp2/TW)(Q/Rp2.5)1.33 =(0.012502/1)(56/32.5)1.33 =0.62 ft. (intermediate) The scour hole dimensions are taken from table 8-8.1 of the DOT drainage manual(15'W x 18' L x 1.5' D). The 15"outlet from the detention basin will be armored by a Type A(minimum tail water) riprap apron. The 100-year flow rate from the basin is 1.8 cfs. Therefore, the required length (La) of the apron taken from table 8-6.1 of the DOT Drainage Manual is 10 feet. The required width is: W= 3 Sp+0.7La= 3x 1.25 +0.7x 10= 10.75 or 11 feet Assuming a conservative (high)tail water depth of 6", the required stone size was determined to be: d50=0.02/TW (Q/Sp)1.33 =0.02/0.5 (2.0/1.25)"" = 07 feet (modified) Post-Development Runoff Conditions Unlike the pre-developed conditions, the curve number(CN) for the proposed development was high enough to model runoff conditions using the SCS unit hydrograph method. This method is an accepted method for generating hydrographs to model post-development runoff conditions and for sizing and designing stormwater detention systems. The SCS type III 24- 11/11/04 Page of 4 hour distribution was utilized for generating the post-development hydrograph model. Time of concentration was assumed to be 5 minutes consistent with the pipe sizing calculations. Runoff curve numbers were selected based on the Merrimac type A soil group. The basin size and outlet structure was designed to hold back a sufficient volume of runoff so as to reduce peak flow rates from the site to be less than or equal to pre-development peak flow rates from the equivalent drainage area. This criterion was applied to the 2, 5, 10, 25, 50 and 100-year storm events. Hydrographs for each design storm were routed through the detention basin and outlet structure to determine the post-development peak flow rates for each design storm. The enclosed HydroCad 6.0 report provides the input data and output results for this analysis. The results are summarized in the table below: Design Storm Pre-Development Post-De velo ment (years) Q (cfs) Q (cfs) Pond Elev. (ft) 2 1.16 1.15 51.32 5 1.38 1.38 52.27 10 1.54 1.49 52.74 25 1.76 1.63 53.41 50 1.93 1.74 54.02 100 2.09 1.80 54.39 Summary The decreases in runoff rates from the design area more than compensate for the slight increase in impervious area resulting from the portion of the access driveway outside the design drainage area. The detention basin is designed to provide 12"of infiltration depth below the orifice outlet. This factor was not taken into consideration in the calculations above, therefore the actual peak flow rates will be even less. Infiltration also reduces the volume of stormwater runoff. The proposed forebay is designed to trap suspended sediment and provide treatment for stormwater discharge quality. Periodic cleaning of the forebay and catch basin sumps is critical to the continued effectiveness of the water quality treatment and proper functioning of the proposed stormwater management system. In conclusion, the proposed stormwater management system has been designed in accordance with accepted engineering practices to provide zero increase in peak stormwater runoff flow rates from the site when compared to pre-developed conditions. Infiltration within the detention/retention basin will reduce the volume of post-development stormwater runoff. The proposed drainage system, sediment forebay and detention basin combined with proper maintenance by the property owner will provide adequate sediment removal and water quality treatment prior to discharging into downstream wetlands and watercourse. In our opinion, the proposed development will not adversely impact downstream properties. 11/11/04 Page 4 of 4 ------------------------- --------------- _ _ 66---- --- 63.5 64 66 1f09.16 --- 1 --- -------66--1--- - 6 0 I 63.2 6 C 4 65.0 S s 0.22 ac. 0.22 ac. ' _ ' 79% imp. o , 64 , 1 p. 80/O imp. 63.0 60 �. + -------------------- 0o`r .20 a 44 ----------- - f5 / 1 0.58 ac. 1 ; 17 _-'9�Q°/O imp. - 4 ti C-* _C4 .13 a' /1 cas ' S8 °/O,Pf11 56 ' b4. r .41 ac. -- ---------- r Ob/O imp. O _ fl - r A . ODo o A o p D� ,� .1 C. 62 62 100% imV - ----- 00/II'TTp--- 6 _ C ,r93 / 56 "�1 y �" r'_— `--- . 'CJl , ' i 56 oft, 0.0,5� '16. ")"'5'4' ------------- ` --------- -`-- -----------' --------------' ` - `----' C27 / �1z--- - � ` --- _ \ �1 `-- DR, � - AGE A AA MAP Cl9 C25--- -------------- 42---- �' + 'y -46 "�7 Aip Subcat Reach on Link Drainage Diagram for 2002-098 Charbonneau Prepared by J.R.Russo&Associates 11/11/2004 HydroCAD®6.10 s/n 002386 01986-2002 Applied Microcomputer Systems 2002-098 Charbonneau 2-Year Storm Type 111 24-hr Rainfall=3.20" Prepared by J.R. Russo & Associates Page 1 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 4.16 cfs @ 12.08 hrs, Volume= 0.287 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=3.20" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover, Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 1.61" Inflow = 4.16 cfs @ 12.08 hrs, Volume= 0.287 of Outflow = 1.15 cfs @ 12.45 hrs, Volume= 0.270 af, Atten= 72%, Lag= 22.2 min Primary = 1.15 cfs @ 12.45 hrs, Volume= 0.270 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 51.32' Surf.Area= 2,103 sf Storage= 3,957 cf Plug-Flow detention time= 72.9 min calculated for 0.270 of(94% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.15 cfs @ 12.45 hrs HW=51.32' (Free Discharge) L1=Culvert (Passes 1.15 cfs of 8.06 cfs capacity) 1:3=Orifice/Grate 2=Orifice/Grate (Controls 1.15 cfs) (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5" Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33'x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau 5-Year Storm Type Ill 24-hr Rainfall=4.10" Prepared by J.R. Russo & Associates Page 2 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 6.14 cfs @ 12.08 hrs, Volume= 0.423 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=4.10" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover,-Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 2.37" Inflow = 6.14 cfs @ 12.08 hrs, Volume= 0.423 of Outflow = 1.38 cfs @ 12.49 hrs, Volume= 0.406 af, Atten= 77%, Lag= 24.7 min Primary = 1.38 cfs @ 12.49 hrs, Volume= 0.406 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 52.27' Surf.Area= 2,812 sf Storage= 6,164 cf Plug-Flow detention time= 69.2 min calculated for 0.406 of(96% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.38 cfs @ 12.49 hrs HW=52.27' (Free Discharge) t1=Culvert (Passes 1.38 cfs of 9.73 cfs capacity) �2=Orlfice/Grate (Controls 1.38 cfs) 3=Orifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall; Ke= 0.500 Outlet Invert=48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5"Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau 10-Year Storm Type /// 24-hr Rainfall=4.70" Prepared by J.R. Russo & Associates Page 3 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 7.49 cfs @ 12.07 hrs, Volume= 0.518 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover, Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 2.90" Inflow = 7.49 cfs @ 12.07 hrs, Volume= 0.518 of Outflow = 1.49 cfs @ 12.51 hrs, Volume= 0.501 af, Atten= 80%, Lag= 26.1 min Primary = 1.49 cfs @ 12.51 hrs, Volume= 0.501 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 52.74' Surf.Area= 3,247 sf Storage= 7,822 cf Plug-Flow detention time= 71.3 min calculated for 0.501 of(97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.49 cfs @ 12.51 hrs HW=52.74' (Free Discharge) L1=Culvert (Passes 1.49 cfs of 10.47 cfs capacity) L =Orifice/Grate (Controls 1.49 cfs) .23=Orifice/G rate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5" Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33'x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau 25-Year Storm Type 111 24-hr Rainfall=5.50" Prepared by J.R. Russo &Associates Page 4 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 9.31 cfs @ 12.07 hrs, Volume= 0.647 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=5.50" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover, Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 3.63" Inflow = 9.31 cfs @ 12.07 hrs, Volume= 0.647 of Outflow = 1.63 cfs @ 12.53 hrs, Volume= 0.630 af, Atten= 83%, Lag= 27.5 min Primary = 1.63 cfs @ 12.53 hrs, Volume= 0.630 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 53.41' Surf.Area= 3,860 sf Storage= 10,161 cf Plug-Flow detention time= 75.5 min calculated for 0.630 of(97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.63 cfs @ 12.53 hrs HW=53.41' (Free Discharge) t-1=Culvert (Passes 1.63 cfs of 11.43 cfs capacity) 1:3=0rifice/G 2=Orifice/Grate (Controls 1.63 cfs) rate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5" Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau 50-Year Storm Type 111 24-hr Rainfall=6.20" Prepared by J.R. Russo & Associates Page 5 . HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 10.92 cfs @ 12.07 hrs, Volume= 0.763 af, Depth= 4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=6.20" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover, Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 4.28" Inflow = 10.92 cfs @ 12.07 hrs, Volume= 0.763 of Outflow = 1.74 cfs @ 12.55 hrs, Volume= 0.746 af, Atten= 84%, Lag= 28.6 min Primary = 1.74 cfs @ 12.55 hrs, Volume= 0.746 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 54.02' Surf.Area= 4,631 sf Storage= 12,297 cf Plug-Flow detention time= 80.8 min calculated for 0.746 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc,Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.74 cfs @ 12.55 hrs HW=54.02' (Free Discharge) t-1=Culvert (Passes 1.74 cfs of 12.24 cfs capacity) 3�2=Orifice/Grate (Controls 1.74 cfs) =Orifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5" Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau 100-Year Storm Type Ill 24-hr Rainfall=6.90" Prepared by J.R. Russo &Associates Page 6 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 11/11/2004 Subcatchment POST: POST Runoff = 12.52 cfs @ 12.07 hrs, Volume= 0.880 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=6.90" Area (ac) CN Description 1.590 98 Roofs & pavement 0.550 39 >75% Grass cover, Good, HSG A 2.140 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: Pond Inflow Area = 2.140 ac, Inflow Depth = 4.93" Inflow = 12.52 cfs @ 12.07 hrs, Volume= 0.880 of Outflow = 1.80 cfs @ 12.57 hrs, Volume= 0.863 af, Atten= 86%, Lag= 29.9 min Primary = 1.80 cfs @ 12.57 hrs, Volume= 0.863 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Peak Elev= 54.39' Surf.Area= 5,859 sf Storage= 14,548 cf Plug-Flow detention time= 87.1 min calculated for 0.863 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 50.00 1,196 1,471 1,471 52.00 2,569 3,765 5,236 54.00 4,394 6,963 12,199 54.10 5,602 500 12,699 56.00 7,305 12,262 24,960 Primary OutFlow Max=1.80 cfs @ 12.57 hrs HW=54.39' (Free Discharge) L1=Culvert (Passes 1.80 cfs of 12.70 cfs capacity) 1:2=Orifice/Grate (Controls 1.80 cfs) 3=Orifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050 '/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 5.5" Vert. Orifice/Grate C= 0.600 3 Device 1 54.50' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 n ac - ' f /Sr } 1�.0 � � > > A -� � bai�.iB�,Yq" re,�Y yam._`�• WAR iV � IF � a �6 a�4 a P,���Ilys {r �Ti, ilk � - - y� Ilk � -.31.'/ / � \ p s • r +mow, .. e ' # s,.;'Y .�,3v !% `4 +•�.\. ewN, J�a f J y e h F`ty�ka r :.ti�'x'� � {.e �.W - ,h1�, - t 1 t �� 4�? e,.a� �a," 5�ri-..,e r { F 4a� f f'�; •r/�t � - r s �,' } x:k - i. y�[' ✓�r� �t L ej ,ai'rz' i\. _ R/�,•; t + (($ ,' rta't ,• `-�'�, pry, g - `t se' a1X, �;`4 'G .,y�. /� �.:` Pyt /:,: +d ad r"�',r'' / t; 4c,� `� .j/%[ti• �.�4 j -�,✓ f ''its r r,�-1,.c..Y r ��n `A� {{ti t dya t ' C , - < •�i�rl � � ' }j ���@ �� _'�,< r _ yam;'c a `;• uE! -qv ppp pt P i /[gib ���- � Y U�f -- •� j 4� �/', ry ,,yj g �, 1" 81 ��.,• r j ///ii �r��ti... .� �" a' Q oui WF All '7`' A f�jka1 ��..;.:-. t 4 �lf f. •°W�e � _.c��� t y ��� i���p� S ��. e���ay ;�a� p _ A�3�i�- i � .'t$�l{t u. ��; F 1 �t y • � ?q$�, y✓��,a i �t r E .4��, � 'gin t � � �f: s �'� �'� -� �y,'R�".,� � � -- �7�•�� }�' � 7 f<i> ez p H i Y, -�✓aJe �;s 'I � 'r�e sry r�`��` �yr a0"� `��tA+ei /. �y.f-. �;�'��'� �527. yk �,._ 6.13-8 Hydrology / RAINFALL INTENSITY in/hr DURATION DURATION 2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr min 5 0.08 4.6 5.5 6.0 6.7 7.3 7.8 6 0.10 I 4.4 5.2 5.8 6.5 7.0 I 7.5 7 0.12 I 4.2 I 5.0 I 5.5 I 6.2 6.8 I 7.2 8 0.13 I 4.0 I 4.8 I 5.3 I 6.0 I 6.5 I 7.0 9 0.15 3.8 4.6 I 5.1 5.7 6.2 6.7 10 0.17 3.6 4.3 4.8 5.5 6.0 6.5 11 0.18 I 3.4 I 4.2 4.7 5.3 5.8 6.3 12 0.20 I 3.3 I 4.0 I 4.5 5.1 5.6 I 6.1 13 I 0.22 I 3.1 I 3.8 I 4.3 5.0 I 5.4 I 5.9 14 I 0.23 3.0 I 3.7 I 4.2 I 4.8 I 5.3 I 5.7 15 I 0.25 2.8 I 3.5 I 4.0 I 4.6 I 5.1 I 5.5 16 I 0.27 I 2.8 I 3.5 I 3.9 I 4.5 I 5.0 I 5.4 17 0.28 I 2.7 I 3.4 I 3.8 4.4 4.9 I 5.4 18 0.30 I 2.7 3.3 I 3.8 4.4 4.8 I 5.3 19 0.32 2.6 3.2 3.7 I 4.3 4.7 I 5.2 20 I 0.33 I 2.5 I 3.2 I 3.6 I 4.2 4.6 I 5.1 21 I 0.35 I 2.5 I 3.1 3.5 I 4.1 I 4.5 I 5.0 22 0.37 2.4 3.0 ( 3.4 4.0 I 4.4 4.9 23 0.38 2.3 2.9 I 3.4 3.9 I 4.3 4.8 24 0.40 2.3 2.9 I 3.3 I 3.8 4.2 I 4.7 25 I 0.42 I 2.2 I 2.8 3.2 I 3.7 4.2 4.6 26 I 0.43 I 2.2 ( 2.7 I 3.1 I 3.7 4.1 I 4.5 27 I 0.45 I 2.1 I 2.7 I 3.0 ( 3.6 4.0 I 4.4 28 I 0.47 I 2.0 2.6 3.0 3.5 3.9 I 4.3 29 I 0.48 I 2.0 2.5 2.9 I 3.4 3.8 I 4.2 30 0.50 1.9 2.4 ` 2.8 3.3 3.7 4.1 Rainfall Intensity/Duration/Frequency Relationship for Connecticut(English Units) Table B-2.1 ConnDOT Drainage Manual October 2000 New Industrial Building on Rear Portion of 1249 John Fitch Blvd. PIPE SIZING CHART (25 year storm) Area Area % C' AxC i252 Q25 Pipe Geometry No. Desc. (acres) Imp. Inc. Accum. (in/hr) (cfs) Dia. (in) Slope(%) Vel.3 (fps) Qf,113(cfs) 1 C13#1 0.22 79 0.75 0.17 0.17 6.7 1.1 15 0.58 3.4 5.3 2 C13#2 0.22 80 0.76 0.17 0.33 6.7 2.2 15 0.53 4.0 5.1 3 CB#3 0.20 87 0.81 0.16 0.49 6.7 3.3 15 0.50 4.3 4.9 4 C13#4 0.13 94 0.86 0.11 0.61 6.7 4.1 15 0.60 4.9 5.4 5 C13#5 0.05 74 0.72 0.04 0.64 6.7 4.3 15 0.60 4.9 5.4 6 C13#6 0.16 100 0.90 0.14 0.79 6.7 5.3 15 0.67 5.3 5.7 7 C13#7 0.17 100 0.90 0.15 0.94 6.7 1 6.3 15 1.00 6.4 7.0 8 Roof 0.58 100 0.90 0.52 0.52 6.7 3.5 12 1.50 6.6 4.7 9 Pond 0.41 0 0.20 0.08 0.08 6.7 0.5 Notes: 1. Runoff coefficients assume 0.9 for impervious areas and 0.2 for lawn and landscaped areas 2. Rainfall intensity taken from DOT Drainage Manual for assumed 5 minute time of concentration 3. Pipe velocity and full flow capacity calculated by Manning's formula with an 'n'value of 0.012 11/11/04 Page 1 of 1 1249 John Fitch Boulevard (hear) channel calculator Given Input Data: shape . . . . . . . . . . . . . . . . . . . . . . . Trapezoidal Solving for . . . . . . . . . . . . . . . . . . . . . Depth of Flow Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 56.0000 cfs slope . . . . . . . . . . . . . . . . . . . . . . . . 0.0100 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0400 Height . . . . . . . . . . . . . . . . . . . . . 3.0000 ft Bottom width . . . . . . . . . . . . . . . . . . . . 0.0000 ft Left slope 0.5000 ft/ft (V/H) Right slope . . . . . . . . . . . . . . . . . . . . . 0.5000 ft/ft (V/H) Computed Results: De th . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.6081 ft Velocity . . . . . . . . . . . . . . . . . . . . . . . . 4.1164 fps Full Flowrate . . . . . . . . . . . . . . . . . . . . 81.3434 cfs Flow area . . . . . . . . . . . . . . . . . . . . . . . 13.6042 ft2 Flow perimeter . . . . . . . . . . . . . . . . . . 11.6637 ft Hydraulic radius . . . . . . . . . . . . . . . . 1.1664 ft Top width . . . . . . . . . . . . . . . . . . . . . . . 10.4323 ft Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.0000 ft2 Perimeter . . . . . . . . . . . . . . . . . . . . 13.4164 ft Percent full . . . . . . . . . . . . . . . . . . . . 86.9360 Critical Information Critical depth . . . . . . . . . . . . . . . . . . 2.1755 ft Critical slope . . . . . . . . . . . . . . . . . . 0.0263 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.9159 fps Critical area . . . . . . . . . . . . . . . . . . . 9.4660 ft2 Critical perimeter . . . . . . . . . . . . . . 9.7293 ft Critical hydraulic radius . . . . . . . 0.9729 ft Critical top width . . . . . . . . . . . . . . 8.7022 ft Specific energy . . . . . . . . . . . . . . . . . 2.8714 ft Minimum energy . . . . . . . . . . . . . . . . . . 3.2633 ft Froude number . . . . . . . . . . . . . . . . . . . 0.6355 Flow condition . . . . . . . . . . . . . . . . . . Subcritical Page 1 of 1 Culverts 8.7-3 8.7.5 Apron Dimensions LenLrth The length of an apron(La) is determined using the following empirical relationships(Equations 8.9 and 8.10) that were developed for the U.S. Environmental Protection Agency(1976) and modified by ConnDOT for use in Connecticut. Tables 8-6 and 8-7 show the various lengths of Type A, B and C riprap aprons based on discharge and pipe size. The tables also show the minimum and maximum lengths of aprons to be computed using Equations 8.9 and 8.10. When the table indicates that the required apron length would exceed the maximum shown,a preformed scour hole should be used in Iieu of the riprap apron. As previously stated, the design of a preformed scour hole is presented in Section 8.7.6. Type A Riprap Apron(Minimum Tailwater Condition) TW< 0.5 Rp L — 3.26(Q—0.142) +3.05 ( L. = 1.80(Q—5)+10 ) (8.9) n l.s 1.5 SP SP Type B Apron(Maximum Tailwater Condition) TW> 0.5 Rp L — 5.44(Q—0.142)+3.05 ( L — 3'aQ—5)+10 ) (8.10) SP 1s a — SP is ( Type C Riprap Apron - The length of a Type C Riprap Apron shall be determined using the formula for a Type B Riprap Apron. La = length of apron,m(ft) Sp =. inside diameter for circular sections or maximum inside pipe span for non-circular sections, m(ft) Q = pipe(design)discharge,cros(cfs) TW = tailwater depth, m(ft) Rp = maximum inside pipe rise,m(ft) Note: Sp=Rp = inside diameter for circular sections Width For Type A or B Riprap Aprons, when there is no well defined channel downstream of the apron, the width of the apron at the pipe outlet, WI, should be at least three times the maximum inside pipe span and the width, W2 of the outlet end of the apron,as shown in Figure 8-9, should be as follows: Type A Riprap Apron(Minimum Tailwater Condition) W,= 3Sp(min.) W2=3Sp+0.7La for TW < 0.5 Rp (8.11) October 2000 ConnDOT Drainage Manual 8.7-4 Culverts and Type B Riprap Apron(Maximum Tailwater Condition) Wt =3Sp(min.) W2 = 3Sp+0.4La for TW > 0.5 Rp (8.12) Wl = width of apron at pipe outlet or upstream apron limit W2 = width of apron at terminus or downstream apron limit Type C Riprap Apron For a Type C Riprap Apron when there is a well defined channel downstream of the outlet, the bottom width of the apron should be at least equal to the bottom width of the channel and the lining should extend on the channel side slopes at least 0.3m (1 ft) above the tailwater depth (TW) or at least two-thirds of the vertical conduit dimension(0.7 Rp) above the invert,whichever is greater. (In all cases,the overall width of the apron shall be a minimum of 3Sp). See Figure 8-10. Additional guidelines: • The type of apron to be used and length should be called out on the construction plans. • The side slopes of the Type C riprap apron should be 211:1 V or flatter. • The bottom grade should be level or minimum slope, where practical, for energy dissipation. Where the use of a flat apron is impractical,a preformed scour hole should be considered. . • Granular fill shall be placed between the riprap and the underlying soil to prevent soil movement into and through the riprap. Additionally, an appropriately sized geotextile (separation)can be used when field conditions dictate as determined by the engineer. • The location of outlets and outlet protection should be carefully considered to minimize rights- of-way and wetland impacts. 8.7.6 Preformed Scour Hole The preformed scour hole is an excavated hole or depression which is lined with rock riprap of a stable size to prevent scouring. The depression (F) provides both vertical and lateral expansion downstream of the culvert outlet to permit dissipation of excessive energy and turbulence. Equations 8.13 and 8.14 are used to determine the median stone size (d50)required for the lining of the two types of preformed scour holes presented below. The first type, Type 1, represented by Equation 8.13, is depressed one-half the pipe rise and the second type, Type 2, represented by Equation 8.14, is depressed the full pipe rise. A significant reduction in stone size is achieved by the excavation. Therefore,the scour hole depressed the full pipe rise would require a smaller stone size, however the dimensions of the hole would be larger. The type that provides the most economical and practical design given the site conditions should be selected. The dimensions of a preformed scour hole are determined by the set of Equations 8.15 and Figure 8-11. 1 ConnDOT Drainage Manual October 2000 Culverts 8.7-5 Empirical Preformed Scour Hole Equations: Type 1: Scour Hole Depression=one-half pipe rise, m(ft) d5o= (0.0276 RP2/TW) (Q/RP2.5)1333 ( d5o=(0.0125RP2/TW)(Q/Rp _1)1.333 ) (8.13) Type 2: Scour Hole Depression= full pipe rise, m(ft) d5o= (0.0181 Rp2/TW)(Q/Rp2.5)1.333 (d5o=(0.0082RP2/Tw)(Q/RP2.5)1333) (8.14) d5o=median stone size required, m(ft) For variables Sp, 4 TW and Q,see Section 8.7.5. Type 1 and 2 preformed scour hole dimensions(See Figure 8-11) C =3 Sp+6F Basin Length m(ft) B=2Sp+6F Basin Inlet and Outlet Width m(ft) (8.15) F =0.5Rp(Type 1)or Rp(Type 2) Basin Depression m(ft) Table 8-8 solves the above set of equations for Type 1 and 2 preformed scour holes for various pipe F sizes. C` The type of riprap required is as follows: Modified d5o<0.13m(0.42 ft Intermediate 0.13m(0.42 ft)<d5o<0.20m 0.67 ft Standard 0.20m 0.67 ft <d50<0.38m 1.25 ft Special Design 0.38m(1.25 ft)<d5o Reference: Report No. FHWA-RD-75-508 ("Culvert Outlet Protection Design: Computer Program Documentation") October 2000 ConnDOT Drainage Manual siolliffini .. . NORAMPIT, IM • ®� s rtr' -aR`,r,11,71 r,,l ri J I;'a:: • , v.s t d$ �'�y. "'qF®®5 P 1 fi�,:. {!,�>I�,r-? I `' .�.-�v ,T�1'sle`�,5' ���3� ®®�T S'-!„r'E'.yr�Ea-'fi cil��1211y�� EMIRS I • • s t E 4r..-f�y P q�.��y �...^�TI,^`""fl\`F7�'^' ��3 � F."`y� � � i '.i'a �:� gati� � •Y sty,.v: �.�.. • �� x��� `��,,�;� • 4 ... � �>�'..y,.d. �[�� j'G."i'-w� 7 �`r'iq� "8 • • �., + a�-�1'��.,L,�.scra,�.���i�f�.' aaa ` 4° ,�r 4 '�"+�_'`.. i• ��,n.i:,r z,� .�f -F:l.r izF1 �'r�C:�� t E i; ti s ..���;.;::rs<®® • -,j Y t � ?°��Y�..'� y.'..S^�-m'rfi�+aa�.yaXY t°'!t\ {! 17 � 'e,�",.t�'1 � ..�z ,r�yk,-.�h.. ,��I yaf �,�w`af✓�"{,.,t,m,�„�Ev.a�., <.,s 3�'��'�',.'�,'!!�!s' ,5�.113� 1 ' • •• oil � • • . Culverts 8.7-11 E OUTLET PROTECTION OUTLET VELOCITY>14 feet/sec or Length of Apron exceeds limits shown on Tables 8-6.1 and 8-7.1 Preformed Scour Hole PIPE DIAMETER in (See Figure 8-11) 12 15 18 24 30 36 1 42 48 54 60 Type 1 B 5 6 8 10 13 15 18 20 23 25 C 6 8 9 12 15 �181] 21 24 27 30 d Depends on riprap type(see Figure 8-11) 2SP 2.0 2.6 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 3SP 3.0 3.9 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 F=0.5 Sp 1 0.5 10.6251 0.75 1 1 1 1.25 1.5 1.75 1 2 1 2.25 2.5 Ty pe2 B 8 10 12 16 20 24 28 32 36 40 C 9 11 14 18 23 27 32 36 41 45 d Depends on riprap size(see Figure 8-11) 2SP 2.0 2.6 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 3SP 3.0 3.9 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 F=SP 1.0 1.3 1 1.5 1 2.0 1 2.5 1 3.0 1 3.5 1 4.0 4.5 5.0 Table 8-8.1-Dimensions of Preformed Scour Hole(Feet) October 2000 ConnDOT Drainage Manual Kelli Koehler- Re: 05-05P, John Fitch Partners Pa e 1 From: Bob Deptula To: Koehler, Kelli Date: 1/4/05 12:09PM Subject: Re: 05-05P, John Fitch Partners no comments >>> Kelli Koehler 01/03/05 12:50PM >>> Please see attached Kelli Koehler Administriative Secretary MEMORANDUM To: Marcia Banach, Director of Planning FEB 1 7 2005 i From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 2/17/05 vas vi; RE: App 05-05P, John Fitch Partners, LLC have reviewed the proposed Site Plan for the new building at 1249 & 1265 John Fitch Boulevard (Rte 5)for John Fitch Partners LLC and I have the following comments: 1. Only the sanitary sewer and storm drainage utilities were found on the plan. Show the location of water, electric,telephone, gas and any other utilities for the proposed building. 2. Details are needed for the sanitary sewer pump station, force main and connection of the new lateral stub and existing manhole. The sanitary sewer pump station needs to have an external connection for an auxiliary power supply. 3. Add a detail for the concrete walk in front of the building. 4. A gravel access drive is needed from the pavement to the detention basin inlet for access for maintenance and repairs. 5. Label which catch basins have trap hoods. 6. It appears that the forebay of the detention basin will have 3 feet of water in it. It is not clear that the drainage calculations take this into account. 7. The drainage report needs to quantify that the stormwater treatment measures proposed will meet the stormwater treatment guidelines (such as 80% reduction of TSS). Additional stormwater treatment measures may be needed. 8. 1 suggest the contour for proposed elevation 63.0 be shown on the northern parking area. 9. 1 suggest the Stormtech infiltration chambers be moved to the west side of the building so they are not under the pavement. 10. What size trucks are expected to use this site? It appears a semi—trailer truck can get to any of the paved sides of the building but the truck will have great difficulty turning around and backing up to the building doors. 11. An application for this project must be submitted to the WPCA for their review and approval. Please call me(x 245)if you have any questions. A S0%1" SC4 �• r -.-W;l O-Ps-0-at. Vi• � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sox.coN TELEPHONE(860) 644-2511 February 28, 2005 CERTIFIED MAIL Mr. Andre Charbonneau 7004 1160 o O O 7 412 8 John Fitch Partners, LLC 1143 125 Edwin Road South Windsor, CT 06074 Dear Mr. Charbonneau: Re: Appl#05-05P,John Fitch Partners&Andre L. Charbonneau Site Plan We are pleased to advise you that the Planning&Zoning Commission voted on February 22, 2005 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of a 25,300 sf manufacturing facility on property located at 1249 and 1265 John Fitch Boulevard, I zone, as shown on plans prepared by J. R.Russo,Job No. 2002-098, dated February 15, 2005, as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$15,000 for erosion and sedimentation measures and$10,000 for the establishment of the detention basin and biofilter. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. A landscape bond in the amount of$5,000 is required and must be submitted prior to filing of mylars. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. w i p`SOwN aF� *02 ~ -0 n a. �• 6 . 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 '�OsoR-c°` TELEPHONE (860) 644-2511 May 24, 2005 Mr. Jay Ussery J.R. Russo 1 Shoham Road East Windsor, CT 06088 Re:Preconstruction Meeting—App105-05P, John Fitch Partners, 1249 John Fitch Blvd. Meeting May 13, 2005 Dear Mr. Ussery: IN ATTENDANCE Kevin Charboneau AC&S 125 Edwin Road 860 528-7551 Joe Sgrignari SBC 40 Brainard Road 860 725-4393 Steve Luchenbill Cox Cable 801 Parker Street 860 432-5290 Bernie Drabek TOSW 1540 Sullivan Ave 860 644-2511 x241 Michele Lipe TOSW 1540 Sullivan Ave 860 644-2511 x252 Jay Ussery J.R. Russo 1 Shoham Road 860 623-0569 Jeff Doolittle TOSW 1540 Sullivan Ave 860 644-2511 x245 Jeff Folger TOSW 1540 Sullivan Ave 860 644-2511 x229 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, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected (ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to John Fitch Blvd. 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 with inspections and testing per Developers Checklist (requested, required) for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six(6)inch lifts e. Placement of bituminous concrete,two (2)inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Submit detailed plans for the sewer pump station and force main to the Town Engineer and Superintendent of Pollution Control for review and approval at least one year prior to construction. 5. A drain layers permit is needed for installation of the sanitary sewer system. 6. Certification of all products used -- storm pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. 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. 9. 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. 10. Any problems and/or questions regarding construction of this project will be directed to Kevin Charboneau in the field at phone#860 930-4234. 11. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 12. Job meetings will be held as needed, and can be called by the developer or Town. 13. Seventy Two (72)hours' notice needed for certificate of occupancy inspection. 14. 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. 1 15. Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. 16. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 17. No paving after October 15th or before April 15th without written approval from Director of Public Works. 18. Sanitary lateral locations should be tied down to existing structures and shown on the progress as-builts. 19. 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. Final architectural drawings must be submitted for review(per PZC approval). 3. All bonds must be posted, easements submitted and the mylar must go on file prior to the issuance of a building permit. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4. 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. Sincerely, Michele R. Lipe, AICP Assistant Director of Planning MRL/kak cc: Jeffrey Doolittle, Town Engineer Karl Reichle, Public Works Mel Stead, Public Works Christopher J. Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control Lori Fiore, Yankee Gas Company .y.�h: „F r Ir .. .'� `'� •,.K .. .s..4.. ,t:,' .r,g�,d. '�` )r: ,Ms:. .::. F?' ..�f'r.,: -t , 'J' , . 9 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE& -SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Andre Charbouneau Phone No. 528-7551 Address 1249 John Fitch Blvd. Site Name Ibniti-tenant industrial building P&Z No. 05-05P Owner John Fitch Partners, LLC Phone No. 528-7551 . Contractor Signature of Owner - Date: 11-09-07 Signature of Design Engr. - e Date: 11-09-07 CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) Moved pump station and force lain to connect to existing on-site force main. Change location of water, electric umd telephone connections. Add gas service connection. Reason for Change: (Why is change required) Cost savings made possible by recent merger of parcels 1249 1265 and as directed by utility companies. APPROVALS: (As Required) Dir.. Of Planting Date: I J ` t) Town Engineer ', .�� ,, ; Date: 17 f Dir. of Public Works Date: Other: j,' # t)Lkh Date: z f >> STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department J.R. RUSSO & ASSOCIATES 1 Shoham Road EAST WIND`860) 623.0 69CUT 06088 DATE JOB N�O®�..—©�8 FAX (860) 623-2U5 ATfENTIO l RE: S. J I 17,49 �CSLV�'l, c �c�t W(yt�4Q�' IJTI�t '({� TO RECEIVED NOV 14 Z007 �-� WE ARE SENDING YOU Attached ❑ Under separate cover via the following items: > ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change Order ❑ COPIES DATE NO. DESCRIPTION 11-9-01 '4 order 4 S'k i�tvtc�� W (-�US C �.. THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO �---`` SIGNED: Reord,r From NEBS CUSTOM-printing service i-8'PJ-88b-6327 NE[U',tnc.C"Y910r1..Rfk O?4Y; .rarar.nNhs.cnrn .y :� .SOW N Sf4 o �i 9 r. 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �cr�OSOR cO � TELEPHONE (860) 644 2511 February 6,2008 John Fitch Partners, LLC 125 Edwin Road South Windsor, CT 06074 Gentlemen: Re: Expiring Letters of Credits App105-05P John Fitch Partners The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION John Fitch Partners Rockville 10,000 3/21/08 John Fitch Partners Rockville 15,000 3/21/08 In accordance with our policy for accepting Letters of Creditin lieu of-surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL R TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Dana Steele Phone No. 621-0569 Address 125 Bdvin Road, South Windsor, CT Site Name 1249 John Fitch Blvd. P&Z No. 05-05P Owner Andre Charbonneau/Jahn Fitch Partners, LLC Phone No. 52S-755i Contractor CR Construction Signature of Owner f' ""' „, , vo Date: Signature of Design Engr. Date: 4-16-08 CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) Eliminate roof infiltration Relocate eater service to maintain 10' separator from existing transformer. Reason for Change: (Why is change required) Unsuitable soil for infiltration - CL&P requires 10' separation APPROVALS: (As Required) Dir. Of Planning Date: Town Engineers ` ✓t """ram! Date: 3 j. Dir. of Public W46 Date: Other• Date: STAFF CO EjTS: White - Town Engineer Yellow Applicant Pink - Director of Planning Goldenrod- Engineering Department TOWN OF SOUTH WINDSOR STAFF SITE CHANGE 4 FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Phone No.623- 9 125 .Address- Ed�rin Re"o !oath S i t a Name 12 "� Jobe` litch D1vd'. P&Z No ©'�-0SF Owner Andre Jolt F1, 4 Plttt8*ym, :1.YrC Phone No Contractor QK 43vnetx• C Signature of Owner Date; Signature of Design Engr. Dates CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) Add 24' vlde crawl scceea drive wvest side of bu ldlg Reason for Change: (Why is change required) bwave try eirculeticn APPROVALS (As Required Dir. Of Planning Date;= Town Engineer Dater G Dir. of Public rks Date! Other: Date:, STAFF COMMENTS.: White Town Engineer •Yellow - Applicant Pink Director of Planning Goldenrod - Engineering Department f SUPPLEMENTAL DRAINAGE REPORT New Industrial Building on Rear Portion of 1249 John Fitch Boulevard, South Windsor, CT Prepared For: John Fitch Partners, LLC 125 Edwin Road South Windsor, CT 06074 June 11, 2008 Prepared By: J.R. Russo & Associates Land Surveyors&Professional Engineers 1 Shoham Road,East Windsor,CT 06088 Phone: (860)623-0569,Fax: (860)623-2485 t SUPPLEMENTAL DRAINAGE REPORT 1249 John Fitch Boulevard(Rear) Narrative This report is intended as a supplement to the latest drainage report for the project revised 2/21/05. The applicant proposes to install a gravel access drive along the west side of the new building to provide truck circulation around the building. The 24' wide gravel driveway adds 5,040 square feet of impervious area to the previously revised 11.99 acre parcel. Most of this additional impervious surface will sheet flow through wooded upland to an isolated wetland identified by flag numbers I1-I9. As indicated on the revised Drainage Area Map, the original drainage area to this wetland was about 1.24 acres. The approved post-development drainage area to this isolated wetland was 0.74 acres. The current proposal would leave the post- development drainage area at 0.74 acres,but increase the runoff coefficient for 3,940 s.f. or 0.09 acres. The following Rational Method calculation demonstrates that the proposed increase in pervious area does not increase the overall runoff to the isolated wetland above pre-development conditions: Pre-development AxC = 1.24 x 0.15 =0.186 Prost-development AxC=0.65 x 0.15 + 0.09 x 0.9 =0.179 The remaining 1,100 s.f. or 0.025 acres of impervious surface will drain to the wet basin. The hydrograph routing calculations were redone to reflect the additional impervious surface. The enclosed HydroCad printouts demonstrate that this small increase in impervious area does not significantly increase peak discharge rates from the detention basin. Only the 100-year storm shows any noticeable increase,because the elevation slightly exceeds the frame elevation of the emergency spillway. Yet even still, the post development peak rate is less than the pre- development rate. The results are summarized in the table below: Design Pre- Previously Approved Post New Post-Development Storm Development Develo ment (years) Q (cfs) Q (cfs) Pond Elev. (ft) Q (cfs) Pond Elev. ft 2 1.12 1.09 52.47 1.11 52.60 5 1.34 1.24 53.38 1.25 53.45 10 1.49 1.30 53.81 1.31 53.89 25 1.71 1.36 54.29 1.37 54.34 50 1.86 1.41 54.64 1.42 54.69 100 2.02 1.48 55.00 1.72 55.04 Summary The isolated wetland will receive peak runoff rates more closely matching pre-development conditions as a result of the gravel access drive. The approved wet pond was "overdesigned" enough to accommodate the small increase in pervious coverage to the basin. In our opinion, the proposed gravel access drive will not adversely impact downstream properties. Revised 6/11/08 Page 2 of 2 0,1* 4 Aco 6 IUUQMb WET-7;0%4. 66 'C4 ----------A 1f09. 64 ---- - 63.5 65.4 65.0 --------- -66 -- 6 63.2 T 6 65.017- r -" ------ ------ -- ------ ° I s3.o / 60 76/ Imp 64.0 ------ 0 a L--► '----- --- --------- --------- _ ABC r r r 15 zMl3 a' ♦ z 5 + I r , 0.34 ac. ------ , n . m 62 6 .1 c. — 6 74°/O.jfllp�D " . 54 ` 56 cif `. -- s4 -- ----------- - -- ------- fit '12----- - �-� l---- _ --._---�- \ - ------J/ -- _ c -- --- _I NAG E,,A R MAP C14'`, 9L7 ----s1e _ C19 C25 ___ - ' ------- ;-------' -�/rfroi reVi C15- Cl 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=3.20" Prepared by J.R. Russo & Associates HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Subcatchment POST: POST Runoff = 4.59 cfs @ 12.08 hrs, Volume= 0.317 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Type III 24-hr Rainfall=3.20" Area (ac) CN Description 1.655 98 Roofs & pavement 0.415 39 >75% Grass cover, Good, HSG A 2.070 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=3.20" Prepared by J.R. Russo & Associates HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P: Pond Inflow Area = 2.070 ac, Inflow Depth = 1.84" Inflow = 4.59 cfs @ 12.08 hrs, Volume= 0.317 of Outflow = 1.11 cfs @ 12.47 hrs, Volume= 0.317 af, Atten= 76%, Lag= 23.6 min Primary = 1.11 cfs @ 12.47 hrs, Volume= 0.317 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev=49.00' Surf.Area=498 sf Storage= 387 cf Peak Elev= 52.60' Surf.Area= 1,772 sf Storage=4,335 cf (3,948 cf above starting storage) Plug-Flow detention time=58.2 min calculated for 0.307 of(97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.11 cfs @ 12.47 hrs HW=52.59' (Free Discharge) t-1=Culvert (Passes 1.11 cfs of 10.25 cfs capacity) 1:3=Orifice/Grate 2=Orifice/Grate (Controls 1.11 cfs) (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=4.10" Prepared by J.R. Russo &Associates HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P: Pond Inflow Area = 2.070 ac, Inflow Depth = 2.64" Inflow = 6.56 cfs @ 12.07 hrs, Volume= 0.455 of Outflow = 1.25 cfs @ 12.52 hrs, Volume= 0.455 af, Atten= 81%, Lag= 26.6 min Primary = 1.25 cfs @ 12.52 hrs, Volume= 0.455 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev= 49.00' Surf.Area= 498 sf Storage= 387 cf Peak Elev= 53.45' Surf.Area= 3,987 sf Storage= 6,753 cf (6,366 cf above starting storage) Plug-Flow detention time=63.6 min calculated for 0.446 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.25 cfs @ 12.52 hrs HW=53.45' (Free Discharge) t-1=Culvert (Passes 1.25 cfs of 11.49 cfs capacity) 1:3=Orifi 2=Orifice/Grate (Controls 1.25 cfs) ce/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33'x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=4.70" Prepared by J.R. Russo & Associates HydroCAM 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P;, Pond Inflow Area = 2.070 ac, Inflow Depth = 3.19" Inflow = 7.89 cfs @ 12.07 hrs, Volume= 0.550 of Outflow = 1.31 cfs @ 12.54 hrs, Volume= 0.550 af, Atten= 83%, Lag= 28.1 min Primary = 1.31 cfs @ 12.54 hrs, Volume= 0.550 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev=49.00' Surf.Area= 498 sf Storage= 387 cf Peak Elev= 53.89' Surf.Area= 4,424 sf Storage= 8,526 cf (8,140 cf above starting storage) Plug-Flow detention time=69.8 min calculated for 0.540 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.31 cfs @ 12.54 hrs HW=53.89' (Free Discharge) L1=Culvert (Passes 1.31 cfs of 12.06 cfs capacity) �2=Orifice/Grate (Controls 1.31 cfs) 3=Orifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33'x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau-revised Type 11124-hr Rainfal1=5.50" Prepared by J.R. Russo & Associates HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P: Pond Inflow Area = 2.070 ac, Inflow Depth = 3.94" Inflow = 9.66 cfs @ 12.07 hrs, Volume= 0.679 of Outflow = 1.37 cfs @ 12.58 hrs, Volume= 0.679 af, Atten= 86%, Lag= 30.2 min Primary = 1.37 cfs @ 12.58 hrs, Volume= 0.679 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev=49.00' Surf.Area=498 sf Storage= 387 cf Peak Elev= 54.34' Surf.Area= 5,814 sf Storage= 11,024 cf (10,637 cf above starting storage) Plug-Flow detention time=80.6 min calculated for 0.670 of(99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cam.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.37 cfs @ 12.58 hrs HW=54.34' (Free Discharge) L1=Culvert (Passes 1.37 cfs of 12.64 cfs capacity) 1:3=0 2=Orifice/Grate (Controls 1.37 cfs) rifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=6.20" Prepared by J.R. Russo &Associates HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P: Pond Inflow Area = 2.070 ac, Inflow Depth = 4.60" Inflow = 11.21 cfs @ 12.07 hrs, Volume= 0.793 of Outflow = 1.42 cfs @ 12.62 hrs, Volume= 0.793 af, Atten= 87%, Lag= 32.7 min Primary = 1.42 cfs @ 12.62 hrs, Volume= 0.793 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev=49.00' Surf.Area= 498 sf Storage= 387 cf Peak Elev= 54.69' Surf.Area= 6,133 sf Storage= 13,320 cf (12,934 cf above starting storage) Plug-Flow detention time=91.2 min calculated for 0.784 of(99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.42 cfs @ 12.62 hrs HW=54.69' (Free Discharge) L1=Culvert (Passes 1.42 cfs of 13.07 cfs capacity) 1:2=Orifice/Grate (Controls 1.42 cfs) 3=Orifice/Grate (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 t � 2002-098 Charbonneau-revised Type 111 24-hr Rainfall=6.90" Prepared by J.R. Russo & Associates HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/11/2008 Pond 1 P: Pond Inflow Area = 2.070 ac, Inflow Depth = 5.27" Inflow = 12.76 cfs @ 12.07 hrs, Volume= 0.909 of Outflow = 1.72 cfs @ 12.59 hrs, Volume= 0.909 af, Atten= 87%, Lag= 30.9 min Primary = 1.72 cfs @ 12.59 hrs, Volume= 0.909 of Routing by Stor-Ind method, Time Span= 1.00-30.01 hrs, dt= 0.03 hrs Starting Elev= 49.00' Surf.Area= 498 sf Storage= 387 cf Peak Elev= 55.04' Surf.Area= 6,449 sf Storage= 15,595 cf (15,208 cf above starting storage) Plug-Flow detention time=101.3 min calculated for 0.900 of(99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 48.00 275 0 0 49.00 498 387 387 50.00 777 638 1,024 52.00 1,504 2,281 3,305 53.00 1,953 1,729 5,034 53.10 3,632 279 5,313 54.00 4,538 3,676 8,989 54.10 5,602 507 9,496 56.00 7,305 12,262 21,758 Primary OutFlow Max=1.70 cfs @ 12.59 hrs HW=55.04' (Free Discharge) L1=Culvert (Passes 1.70 cfs of 13.49 cfs capacity) t:3=Orifi 2=Orifice/Grate (Controls 1.46 cfs) ce/Grate (Controls 0.24 cfs) # Routing Invert Outlet Devices 1 Primary 48.40' 15.0" x 80.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert=48.00' S= 0.0050'/' n= 0.012 Cc= 0.900 2 Device 1 49.00' 4.8" Vert. Orifice/Grate C= 0.600 3 Device 1 55.00' 1.33' x 2.54' Horiz. Orifice/Grate Limited to weir flow C= 0.670 t0'ON SC4 COPY To� aps� V& O , J G U-1 x � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 . S R'c° TELEPHONE (860) 644-2511 September 29, 2008 John Fitch Partners 125 Edwin Road South Windsor, CT 06074 Dear Mr. Charbonneau: Re: Expiring Letter of Credit Appl. #05-05P, John Fitch Partners The Planning and Zoning Commission is holding the following Letter of Credit: PROJECTS BANK AMOUNT EXPIRATION John Fitch Partners Rockville $55000 9/28/08 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/ma SOWN SC O x F Zwn V/ S � 6L.a/ a U y � c 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OsoR T o� TELEPHONE (860) 644 2511 October 30, 2008 Andre Charbonneau& Sons 125 Edwin Road South Windsor CT 06074 Dear Mr. Charbonneau: Re: Appl. 05-05P, John Fitch Partners Site Plan— 1257 John Fitch Boulevard This is to advise you that the Planning and Zoning Commission voted on October 30, 2008 to release the detention basin bond in the amount of $10,000 and reduced the erosion and sedimentation bond from $15,000 to $5,000 for the above-referenced project. Please forward.us an amendment to the letter of credit we are holding for the erosion and sedimentation bond. Enclosed you will find the original letter of credits that are no longer required for you to return to the bank. If you have any questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, PLANNING&ZONING COMMISSION Patrick Kennedy, Chairman d PK/mmrl cc: Town Engineer PE) QW N Sf4 Wo� O-P S_0 � o m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�Osox CO TELEPHONE (860) 644-2511 July 17, 2009 Mr. Andre Charbonneau John Fitch Partners, LLC 125 Edwin Road South Windsor, CT 06074 Dear Mr. Charbonneau: Re: Appl. #05-05P, John Fitch Partner Partners E&S and Landscape Bond Release This is to advise you that the Planning and Zoning Commission voted on July 14, 2009 to release the IWA/CC bond for the above-referenced project in the amount of $5,000. At that same meeting the Commission voted to release the landscape bond in the amount of$5,000. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, PLANNING&ZONING COMMISSION /(- k"A&� Patrick Kennedy, Chairman � PK/ma cc: Town Engineer