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HomeMy WebLinkAbout05-41P Site Plan of Development TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION '0 APPLICATION FORM RECEIVED Application No: * ''f ) PP JUN .1 0 2005 � Official Receipt Date: Receipt No, SOUTH WINDSOR PLANNING DEPT. €a 110 APPLICANT: Andre Eharbonneau & Sons ADDRESS: 125 Edwin Road South Windsor, CT 06074 OWNER OF RECORD ON LAND RECORDS: S.A.S. Holdings, LLC ADDRESS: 18 Lookout Landing Ellington, CT 06029 COMPLETE LOCATION OF PROPERTY: Sandra & Kimberly DrIke ASSESSOR'S MAP # 96 PARCEL# 58 ZONE I NAME, ADDRESS, TEL& FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: 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) 11 0 off fill r A 1• ! !•rqw. •• •f A • •• • • 1 �• n 1 PP"MA ' `���Sr VL +t'`'c� ?P� u !; 4rF`.- •" �.ytx-CYF ^` "-er..ra, • 1• • • { RM - E r y p`4�wN aft � u 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ��Osoe.C°�' TELEPHONE(860) 644-2511 May 6, 2005 Raj Krishnaswamy American Central Technologies, Inc. 18 Lookout Landing Ellington, CT 06029 LOCATION: Town of South Windsor Lot 4- Kimberly Drive Dear Mr. Krishnaswamy: The subject property is located in the Industrial Zone. A resistance welding pin manufacturing facility is a permitted use in the industrial zone. A review of our files for the subject location in South Windsor does not reveal any outstanding zoning violations pending at this time. Any new building on the site would require approvals from the Town's Planning &Zoning Commission. Very truly yours, Joy O'Connor Zoning Enforcement Officer A C. T. AMERICAN CENTRAL TECHNOLOGIES, INC. 18 Lookout Landing, Ellington, Connecticut 06029 Tel: (860)-290-8280 Fax: (860)289-1291 May 5, 2005 Ms. Michelle Lipe MAY - 5 2005 Department of Planning and Zoning Town of South Windsor SC;illi'.`l111r),,o I'1.;'rlNNNG0 T, South Windsor, CT 06074 Tel: 644-2511 Subject: Proposed use of new building at Lot 4— Kimberly Drive—Charbonneau Industrial Park. Dear Ms. Lipe: Thank you very much for your time this morning on the telephone. As recommended by you, I am summarizing our discussion and requesting your concurrence. We are a small manufacturer of specialized pins used in resistance welding applications used primarily in the automotive and appliance industries. We are proud to have customers throughout the United States; we also export to Canada, England and Mexico. We have been conducting our manufacturing operations in the town of South Windsor since 1999, at 1265 John Fitch Blvd. This facility is an industrial zoned space leased from Andre Charbonneau and Sons for the past six years. As our business is growing, we felt it to be advantageous to move into our own building with more space. After weighing several opportunities in other towns, we feel that South Windsor is the best location as far as business conditions and climate. We are therefore in the midst of the process of purchasing land and constructing a new building at Lot#4 Kimberly Drive in the Charbonneau Industrial Park in South Windsor. We have hired Andre Charbonneau and Sons to be the General Contractor responsible for the construction of the building as well as obtaining the necessary permits and approvals for the same. As you had mentioned, the new site is also zoned industrial and we would simply be continuing to conduct the same manufacturing operations as we have in the current leased space, which is the manufacture of these small specialized resistance welding pins by machining and thin vacuum film deposition. We kindly request your concurrence in the proposed use of the new building at the new location described. Once again, thank you very much. Sincerely, Raj Krishnaswamy President—American Central Technologies, Inc. 1 DRAINAGE REPORT Lots 4 Sandra Drive & Kimberly Drive South Windsor CT ' June 8, 2005 RECEIVED ' JUN i U 2005 ' SOUTH WINDSOR PLANNING DEPT, Prepared for: Andre Charbonneau & Sons 125 Goodwin Road ' South Windsor, CT 06074 ' Project No. 2005-049 Prepared by: ' J.R. Russo &Associates Land Surveyors & Professional Engineers ' I Shoham Road East Windsor, CT 06088 ' (860) 623-0569 ' I. INTRODUCTION A. Project Description The applicant is proposing to develop approximately 1.14 acres of land (lot 4) located southeast of the intersection of Sandra Drive and Kimberly Drive in South Windsor, Connecticut. Sandra Drive & Kimberly Drive are part of an industrial subdivision that was constructed in the late 1980's. It should be noted that the subdivision and lot 4 were ' approved with no requirement for storm water detention due to their location in the lower portion of the Bancroft Brook watershed and their proximity to the Connecticut River. Thus, despite an anticipated minor increase in runoff resulting from the development of ' the site, it was anticipated in the approval of the subdivision and there are no existing or proposed detention facilities so that the peak flow moves through prior to the peak discharge from the overall watershed. ' The project proposes the construction of a 9,600 square foot building, paved parking, drainage and utilities. Runoff from the paved parking area will be collected and routed through a gross particle separator, Stormceptor Model 450i or equal, prior to discharge to the existing storm drainage system in the Sandra Drive. A Existing Conditions The site is located to southeast of the intersection of Sandra Drive and Kimberly Drive. The site is currently wooded. The site slopes generally to the south. However, a berm exists along the Kimberly Drive frontage. The majority of runoff from the site flows across the eastern property line near the southeast corner of the site. A smaller portion of the runoff flows into Sandra Drive and Kimberly Drive and is collected in the existing drainage system which discharges through a 30-inch diameter flared end structure at the ' southern end of the subdivision. All runoff from the site ultimately discharges to Bancroft Brook to the south, and ultimately the Connecticut River. The pipe outfall was recently upgraded with a riprap preformed scour hole, and the downgradient stream banks stabilized to reduce erosion. Based on a review of the USDA Soil Survey of Hartford County, Connecticut, soil types at the site consist of Ninigret fine sandy loam (NnA) and Walpole sandy loam (WdA). See the Soils Map in Appendix 1. The USDA Soil Survey defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff-producing characteristics. Soils ' are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over ' nearly impervious bedrock or other nearly impervious material. The Ninigret soils at the site are categorized in HSG B, and the Walpole soils are categorized in HSG C. For the purpose of this analysis, all soils were assumed to be HSG B because the majority of the site soils area Ninigret. H. STORMWATER RUNOFF ANALYSIS ' A. Methodology Peak runoff flow rates were determined for pre- and post-development conditions using ' Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) ' methodology. The potential stormwater impacts were evaluated for the 2-yr, 10-yr, 25-yr, and 100-yr; 24-hour storm events. Based on the present drainage patterns at the site, two design points were chosen for analysis. Design point #1 is the point along the easterly property line where the majority of the existing runoff discharges. Design point #2 is the westerly catch basin that ' currently exists in the cul-de-sac of Sandra Drive where the remaining runoff from the site discharges. The design points are shown on the Drainage Area Map in Appendix 1. A Pre Development Hydrology The pre-development site was divided into two subcatchments. Area DA1 consists of 0.79 acres that drain to design point #l. Area DA2 consists of 0.35 acres of the site that discharge to design point #2. The areas are shown on the attached Drainage Area Map in Appendix 1. Pre-development runoff characteristics for the subcatchments are provided on the HydroCAD data sheets in Appendix 2. A summary of the calculated peak flows for the design storms at the design points are provided in Table 1. C. Post Development Hydrology The development of the project site will include the construction of a 9,600 square foot building, new paved areas, and new lawn areas. Overall, the project will result in the addition of approximately 0.60 acres of impervious area. The design points selected for calculations of the condi pre-development tion are also used for the calculations of the post-development condition. The post development site is divided into six subcatchments as shown on the Drainage Area Map in Appendix 1. Subcatchment DA1 continues to discharge to design point #1. The remaining ' subcatchments include the on-site drainage system and areas that discharge to the Sandra Drive drainage system and design point #2. The post development subcatchment characteristics are summarized in the attached HydroCAD data sheets in Appendix 3. ' Using the characteristics described above, the Post Development peak flow rates for the design points were calculated for the design storms. Refer to Appendix 3 for HydroCAD data sheets. Table 1 compares the pre-development peak flows with the post- development peak flows. The resulting post-development peak flows at design point #1 are reduced as a result of the development. The resulting post development peak flows to 2005-049\Drainage.doc -2- Lot 4 Sandra Drive 1 ' the Sandra Drive drainage system (design point #2) are larger than the pre-development peak flows for each of the design storms. However, as discussed below, the Sandra Drive ' drainage system was designed for full build out of the Lot 4, and, due to the location of the subdivision in the overall watershed and its proximity to the Connecticut River, the subdivision was approved with no requirement for stormwater detention. Thus, despite the minor increase in post development peak flows resulting from the site development, it is not anticipated to have a detrimental impact on downstream areas and no stormwater detention is proposed. ' Table 1 —Summary of Pre- and Post Development Peak Flow Rates CFS ' 2- ear 10- ear 25- ear 100-year Design Point Pre Post Pre Post Pre Post Pre Post ' #1 0.07 0.03 0.40 0.13 0.67 0.20 1.21 0.32 #2 0.12 1.72 0.45 3.10 0.67 3.87 1.09 5.25 D. Pipe Sizing ' The piping proposed at the site consists of smooth bore High Density Polyethylene g y y ylene corrugated plastic pipe (CPEP-S) or equal. The roughness coefficient used for the pipe is 0.12. A review of the HydroCAD data sheets in Appendix 3 indicates that all proposed ' pipes are adequate to handle the 10-year design storm. Likewise, the pipes within the Sandra Drive subdivision were designed to handle the full build-out of Sandra Drive and Kimberly Drive during the 10-year design storm. Thus, they should have sufficient capacity for the minor increases in discharge from the site. ' E. Treatment The runoff from all paved areas at the site will be collected and diverted through a gross ' particle separator (Stormceptor Model 450i or equal) located on the site. This structure will remove 80+% of the total suspended solids from the stormwater stream prior to discharge into the existing stormwater system in Sandra Drive. The sizing calculations for the Stormceptor system are provided in Appendix 4. F. Bancroft Brook Watershed Analysis As discussed above, the Sandra Drive subdivision and lot 4 were previously approved with no requirement for storm water detention due their location in the lower reaches of ' the Bancroft Brook watershed and their proximity to the Connecticut River. However, for the recent plot plan application for Lots 6 & 7 of this subdivision, the applicant was requested to demonstrate that the development of the lots without detention would not create detrimental impacts downstream. This analysis included a pre- and post development analysis of the Bancroft Brook watershed upstream of the existing bridge at t2005-049\Drainage.doc -3- Lot 4 Sandra Drive ' Strong Road. The analysis was presented in the "Supplemental Drainage Analysis, Lots 6 & 7 Sandra Drive, South Windsor, CT" dated July 26, 2002 prepared for Andre L. & ' Andre K. Charbonneau by J.R. Russo & Associates. A copy of this report is attached in Appendix 5. ' According to information provided in the Supplemental Drainage Report for Lots 6 & 7, the development of that 3.57 acre site resulted in an increase in the peak flows from the Sandra Drive subdivision during the 100-year storm from a pre-development level of 5.68 ' cfs to a post development level of 12.28 cfs, an increase of 6.6 cfs. Due to the timing of this peak, it only resulted in an increase to the peak flow rate in Bancroft Brook at the Strong Road bridge by 0.2 cfs during the 100-year storm event. This increase in runoff from that site corresponded with an increase in flood elevation of 0.005 feet (0.06 inches). This was determined to be a negligible increase that did not warrant the need for detention at that site. According to Table 1 above, the much smaller development of Lot 4 (1.14 acres) will result in a potential increase to peak flows off of the site during the 100-year storm from a pre-development level of 2.30 cfs to a post development level of 5.57 cfs, an increase of 3.27 cfs. Comparing the increase from the Lot 4 development to the increase from Lots 6 ' & 7, it appears that the development of Lot 4 would have even less of a potential to create detrimental impacts downstream at the Strong Road bridge. It is our opinion that the conclusions of the Supplemental Drainage Report for Lots 6 & 7 are also valid for the development of Lot 4. In particular, based on the location of the site in the downstream portion of the Bancroft Brook watershed, detention is not recommended. The anticipated increase in runoff should have a negligible impact downstream. Detention at the site would result in the delayed release of the stormwater from the site that would cause the peak flow to more closely match the peak from the ' larger upstream watershed. This would cause greater impacts than no detention. 2005-049\Drainage.doc -4- Lot 4 Sandra Drive 1 Appendix 1: FIGURES 2005-049\Drainage.doc A-1 Lot 4 Sandra Drive Appendix 2: PRE- DEVELOPMENT ANALYSIS 1 1 1 1 1 1 1 ' 2005-049\Drainage.doc A-2 Lot 4 Sandra Drive DA . A2 Drainage Diagram for 2005-049 Lot 4-PRE Bobcat Reach on Link Prepared by J.R. 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Russo &Associates Page 1 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.70" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment DA1: DA1 Runoff Area=0.790 ac Runoff Depth=0.73" Length=300' Tc=19.0 min CN=55 Runoff=0.40 cfs 0.048 of ' Subcatchment DA2: DA2 Runoff Area=0.360 ac Runoff Depth=1.08" Tc=5.0 min CN=61 Runoff=0.45 cfs 0.032 of ' Total Runoff Area = 1.150 ac Runoff Volume = 0.081 of Average Runoff Depth = 0.84" 1 1 1 1 1 1 1 1 1 1 1 1 1 2005-049 Lot 4-PRE Type 111 24-hr Rainfall=4.70"(10-YEAR) Prepared by J.R. Russo & Associates Page 2 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Subcatchment DA1: DA1 Runoff = 0.40 cfs @ 12.34 hrs, Volume= 0.048 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.790 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0800 0.1 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.20" 6.7 200 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps ' 19.0 300 Total Subcatchment DA2: DA2 I ' Runoff = 0.45 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description ' 0.360 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 1 2005-049 Lot 4-PRE Type 111 24-hr Rainfall=3.20"(2-YEAR) ' Prepared by J.R. Russo & Associates Page 3 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.20" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment DA1: DA1 Runoff Area=0.790 ac Runoff Depth=0.21" Length=300' Tc=19.0 min CN=55 Runoff=0.07 cfs 0.014 of Subcatchment DA2: DA2 Runoff Area=0.360 ac Runoff Depth=0.39" Tc=5.0 min CN=61 Runoff= 0.12 cfs 0.012 of Total Runoff Area = 1.150 ac Runoff Volume = 0.025 of Average Runoff Depth = 0.26" 2005-049 Lot 4-PRE Type 111 24-hr Rainfall=5.50"(25-YEAR) Prepared by J.R. Russo & Associates Page 4 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=5.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: DA1 Runoff Area=0.790 ac Runoff Depth=1.10" Length=300' Tc=19.0 min CN=55 Runoff=0.67 cfs 0.073 of ' Subcatchment DA2: DA2 Runoff Area=0.360 ac Runoff Depth=1.53" Tc=5.0 min CN=61 Runoff=0.67 cfs 0.046 of ' Total Runoff Area = 1.150 ac Runoff Volume = 0.119 of Average Runoff Depth = 1.24" 2005-049 Lot 4-PRE Type 111 24-hr Rainfall=6.90"(100-YEAR) Prepared by J.R. Russo & Associates Page 5 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment DA1: DA1 Runoff Area=0.790 ac Runoff Depth=1.86" Length=300' Tc=19.0 min CN=55 Runoff= 1.21 cfs 0.123 of Subcatchment DA2: DA2 Runoff Area=0.360 ac Runoff Depth=2.42" Tc=5.0 min CN=61 Runoff= 1.09 cfs 0.072 of Total Runoff Area = 1.150 ac Runoff Volume = 0.195 of Average Runoff Depth =2.03" Appendix 3: POST DEVELOPMENT ANALYSIS 1 1 1 1 1 1 1 ■ 1 ' 2005-049\Drainage.doc A-3 Lot 4 Sandra Drive ROOF C B2 41 DA1 �R TD _� 4R --4> 1R DA2 CB1 Drainage Diagram for 2005-049 Lot 4-POST Subcat Reach on Link Prepared by J.R. Russo & Associates 6/8/2005 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 2005-049 Lot 4-POST Type 111 24-hr Rainfall=4.70"(10-YEAR) ' Prepared by J.R. Russo & Associates Page 1 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Time span=2.00-20.00 hrs, dt=0.05 hrs, 361 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.70" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment CB1: CB1 Runoff Area=0.170 ac Runoff Depth=2.90" Tc=5.0 min CN=85 Runoff= 0.61 cfs 0.041 of ' Subcatchment CB2: C1132 Runoff Area=0.380 ac Runoff Depth=2.63" Length=205' Tc=6.4 min CN=82 Runoff= 1.21 cfs 0.083 of ' Subcatchment DA1: DA1 Runoff Area=0.110 ac Runoff Depth=1.08" Length=215' Tc=6.7 min CN=61 Runoff= 0.13 cfs 0.010 of ' Subcatchment DA2: DA2 Runoff Area=0.250 ac Runoff Depth=1.08" Tc=5.0 min CN=61 Runoff=0.31 cfs 0.022 of ' Subcatchment ROOF: ROOF Runoff Area=0.220 ac Runoff Depth=4.25" Tc=5.0 min CN=98 Runoff= 1.02 cfs 0.078 of ' Subcatchment TD: TRENCH DRAIN Runoff Area=0.040 ac Runoff Depth=1.67" Tc=5.0 min CN=70 Runoff=0.08 cfs 0.006 of ' Reach 1 R: CB1-CB2 Peak Depth=0.32' Max Vel=2.8 fps Inflow=0.61 cfs 0.041 of D=12.0" n=0.012 L=120.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.60 cfs 0.041 of ' Reach 2R: TRENCH DRAIN-CB2 Peak Depth=0.10' Max Vel=3.0 fps Inflow=0.08 cfs 0.006 of D=6.0" n=0.012 L=84.0' S=0.0260 '/' Capacity=0.98 cfs Outflow=0.08 cfs 0.006 of ' Reach 3R: ROOF-CB3 Peak Depth=0.46' Max Vel= 3.2 fps Inflow= 1.02 cfs 0.078 of D=10.0" n=0.012 L=323.0' S=0.0050 '/' Capacity=1.68 cfs Outflow=0.94 cfs 0.078 of Reach 4R: CB2-STORMCEPTOR Peak Depth=0.67' Max Vel=4.2 fps Inflow=2.81 cfs 0.208 of D=15.0" n=0.012 L=4.0' S=0.0050 '/' Capacity=4.95 cfs Outflow=2.81 cfs 0.208 of Reach 5R: STORMCEPTOR-EXIST CB Peak Depth=0.67' Max Vel=4.2 fps Inflow=2.81 cfs 0.208 of D=15.0" n=0.012 L=46.0' S=0.0050'/' Capacity=4.95 cfs Outflow=2.79 cfs 0.208 of Reach DP2: (new Reach) Inflow=3.10 cfs 0.230 of ' Outflow=3.10 cfs 0.230 of Total Runoff Area = 1.170 ac Runoff Volume = 0.240 of Average Runoff Depth =2.46" ' 2005-049 Lot 4-POST Type /// 24-hr Rainfall=4.70"(10-YEAR) Prepared by J.R. Russo & Associates Page 2 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Subcatchment CBI: CB1 Runoff = 0.61 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.90" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" ' Area (ac) CN Description 0.060 61 >75% Grass cover, Good, HSG B ' 0.110 98 Paved parking & roofs 0.170 85 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment CB2: CB2 Runoff = 1.21 cfs @ 12.10 hrs, Volume= 0.083 af, Depth= 2.63" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.160 61 >75% Grass cover, Good, HSG B ' 0.220 98 Paved parking & roofs 0.380 82 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 40 0.0375 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.1 165 0.0160 2.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.4 205 Total ' Subcatchment DA1: DAI Runoff = 0.13 cfs @ 12.11 hrs, Volume= 0.010 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.110 61 >75% Grass cover, Good, HSG B ' 2005-049 Lot 4-POST Type 111 24-hr Rainfall=4.70"(10-YEAR) Prepared by J.R. Russo & Associates Page 3 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 20 0.5000 0.3 Sheet Flow, ' Grass: Dense n= 0.240 P2= 3.20" 5.6 195 0.0100 0.6 0.16 Trap/Vee/Rect Channel Flow, Bot.W=0.01' D=0.30' Z= 3.0 '/' n= 0.070 ' 6.7 215 Total Subcatchment DA2: DA2 ' Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 1.08" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.250 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment ROOF: ROOF Runoff = 1.02 cfs @ 12.07 hrs, Volume= 0.078 af, Depth= 4.25" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" ' Area (ac) CN Description 0.220 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment TD: TRENCH DRAIN ' Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area ac CN Description 0.010 98 Paved parking & roofs ' 0.030 61 >75% Grass cover, Good, HSG B 0.040 70 Weighted Average ' 2005-049 Lot 4-POST Type 111 24-hr Rainfall=4.70"(10-YEAR) Prepared by J.R. Russo & Associates Page 4 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Reach 1 R: CB1-CB2 ' Inflow Area = 0.170 ac, Inflow Depth = 2.90" Inflow 0.61 cfs @ 12.07 hrs, Volume= 0.041 of Outflow = 0.60 cfs @ 12.10 hrs, Volume= 0.041 af, Atten= 3%, Lag= 1.4 min ' Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.8 fps, Min. Travel Time= 0.7 min ' Avg. Velocity = 1.0 fps, Avg. Travel Time= 2.0 min Peak Depth= 0.32' Capacity at bank full= 2.73 cfs ' Inlet Invert= 63.15', Outlet Invert= 62.55' 12.0" Diameter Pipe n= 0.012 Length= 120.0' Slope= 0.0050 '/' ' Reach 2R: TRENCH DRAIN-CB2 Inflow Area = 0.040 ac, Inflow Depth = 1.67" ' Inflow 0.08 cfs @ 12.08 hrs, Volume= 0.006 of Outflow 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 1%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.3 fps, Avg. Travel Time 1.1 min ' Peak Depth= 0.10' Capacity at bank full= 0.98 cfs Inlet Invert= 65.78', Outlet Invert= 63.60' 6.0" Diameter Pipe n= 0.012 Length= 84.0' Slope= 0.0260 '/' ' Reach 3R: R OOF-CB3 ' Inflow Area 0.220 ac, Inflow Depth = 4.25" Inflow - 1.02 cfs @ 12.07 hrs, Volume= 0.078 of Outflow = 0.94 cfs @ 12.12 hrs, Volume= 0.078 af, Atten= 7%, Lag= 3.2 min Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.2 fps, Min. Travel Time= 1.7 min ' Avg. Velocity = 1.2 fps, Avg. Travel Time= 4.5 min Peak Depth= 0.46' ' Capacity at bank full= 1.68 cfs Inlet Invert= 67.80', Outlet Invert= 66.19' 10.0" Diameter Pipe n= 0.012 Length= 323.0' Slope= 0.0050 '/' 2005-049 Lot 4-POST Type 111 24-hr Rainfall=4.70"(10-YEAR) ' Prepared by J.R. Russo & Associates Page 5 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Reach 4R: CB2-STORMCEPTOR ' Inflow Area= 0.810 ac, Inflow Depth = 3.08"Inflow 2.81 cfs @ 12.10 hrs, Volume= 0.208 of Outflow - 2.81 cfs @ 12.10 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.2 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.4 fps, Avg. Travel Time= 0.0 min ' Peak Depth= 0.67' Capacity at bank full=4.95 cfs Inlet Invert= 62.30', Outlet Invert= 62.28' ' 15.0" Diameter Pipe n= 0.012 Length= 4.0' Slope= 0.0050 '/' Reach 5R: STORMCEPTOR-EXIST CB Inflow Area = 0.810 ac, Inflow Depth = 3.08" Inflow = 2.81 cfs @ 12.10 hrs, Volume= 0.208 of ' Outflow = 2.79 cfs @ 12.11 hrs, Volume= 0.208 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.2 fps, Min. Travel Time= 0.2 min tAvg. Velocity = 1.4 fps, Avg. Travel Time= 0.5 min Peak Depth= 0.67' ' Capacity at bank full= 4.95 cfs Inlet Invert= 62.03', Outlet Invert= 61.80' 15.0" Diameter Pipe n= 0.012 Length= 46.0' Slope 0.0050 '/' ' Reach DP2: (new Reach) ' Inflow Area = 1.060 ac, Inflow Depth = 2.60" Inflow 3.10 cfs @ 12.11 hrs, Volume= 0.230 of Outflow = 3.10 cfs @ 12.11 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 2.00-20.00 hrs, dt= 0.05 hrs t ' 2005-049 Lot 4-POST Type 111 24-hr Rainfall=3.20"(2-YEAR) Prepared by J.R. Russo & Associates Page 6 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Time span=2.00-20.00 hrs, dt=0.05 hrs, 361 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.20" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment CB1: CB1 Runoff Area=0.170 ac Runoff Depth=1.64" Tc=5.0 min CN=85 Runoff= 0.35 cfs 0.023 of ' Subcatchment CB2: C1132 Runoff Area=0.380 ac Runoff Depth=1.43" Length=205' Tc=6.4 min CN=82 Runoff= 0.66 cfs 0.045 of Subcatchment DA1: DA1 Runoff Area=0.110 ac Runoff Depth=0.39" Length=215' Tc=6.7 min CN=61 Runoff= 0.03 cfs 0.004 of Subcatchment DA2: DA2 Runoff Area=0.250 ac Runoff Depth=0.39" Tc=5.0 min CN=61 Runoff= 0.08 cfs 0.008 of ' Subcatchment ROOF: ROOF Runoff Area=0.220 ac Runoff Depth=2.83" Tc=5.0 min CN=98 Runoff= 0.69 cfs 0.052 of ' Subcatchment TD: TRENCH DRAIN Runoff Area=0.040 ac Runoff Depth=0.75" Tc=5.0 min CN=70 Runoff= 0.04 cfs 0.002 of ' Reach 1 R: CB1-CB2 Peak Depth= 0.24' Max Vel=2.4 fps Inflow=0.35 cfs 0.023 of D=12.0" n=0.012 L=120.0' S=0.0050 '/' Capacity=2.73 cfs Outflow= 0.34 cfs 0.023 of ' Reach 2R: TRENCH DRAIN-CB2 Peak Depth=0.06' Max Vel=2.4 fps Inflow=0.04 cfs 0.002 of D=6.0" n=0.012 L=84.0' S=0.0260 '/' Capacity=0.98 cfs Outflow=0.03 cfs 0.002 of ' Reach 3R: ROOF-CB3 Peak Depth=0.36' Max Vel=2.9 fps Inflow=0.69 cfs 0.052 of D=10.0" n=0.012 L=323.0' S=0.0050 '/' Capacity=1.68 cfs Outflow=0.63 cfs 0.052 of Reach 4R: C1132-STORMCEPTOR Peak Depth= 0.50' Max Vel=3.6 fps Inflow= 1.66 cfs 0.123 of D=15.0" n=0.012 L=4.0' S=0.0050 '/' Capacity=4.95 cfs Outflow= 1.65 cfs 0.123 of ' Reach 5R: STORMCEPTOR-EXIST CB Peak Depth=0.50' Max Vel= 3.6 fps Inflow= 1.65 cfs 0.123 of D=15.0" n=0.012 L=46.0' S=0.0050 '/' Capacity=4.95 cfs Outflow= 1.64 cfs 0.122 of ' Reach DP2: (new Reach) Inflow= 1.72 cfs 0.131 of Outflow= 1.72 cfs 0.131 of Total Runoff Area = 1.170 ac Runoff Volume = 0.134 of Average Runoff Depth = 1.38" ' 2005-049 Lot 4-POST Type 111 24-hr Rainfall=5.50"(25-YEAR) Prepared by J.R. Russo & Associates Page 7 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Time span=2.00-20.00 hrs, dt=0.05 hrs, 361 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=5.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment CB1: CB1 Runoff Area=0.170 ac Runoff Depth=3.61" Tc=5.0 min CN=85 Runoff=0.76 cfs 0.051 of ' Subcatchment CB2: C1132 Runoff Area=0.380 ac Runoff Depth=3.31" Length=205' Tc=6.4 min CN=82 Runoff= 1.52 cfs 0.105 of Subcatchment DA1: DA1 Runoff Area=0.110 ac Runoff Depth=1.53" Length=215' Tc=6.7 min CN=61 Runoff=0.20 cfs 0.014 of ' Subcatchment DA2: DA2 Runoff Area=0.250 ac Runoff Depth=1.53" Tc-5.0 min CN 61 Runoff 0.46 cfs 0.032 of Subcatchment ROOF: ROOF Runoff Area=0.220 ac Runoff Depth=5.01" Tc=5.0 min CN=98 Runoff= 1.19 cfs 0.092 of ' Subcatchment TD: TRENCH DRAIN Runoff Area=0.040 ac Runoff Depth=2.23" Tc=5.0 min CN=70 Runoff=0.11 cfs 0.007 of ' Reach 1R: CB1-CB2 Peak Depth=0.36' Max Vel=3.0 fps Inflow= 0.76 cfs 0.051 of D=12.0" n=0.012 L=120.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.74 cfs 0.051 of ' Reach 2R: TRENCH DRAIN-CB2 Peak Depth=0.11' Max Vel=3.3 fps Inflow= 0.11 cfs 0.007 of D=6.0" n=0.012 L=84.0' S=0.0260 T Capacity=0.98 cfs Outflow= 0.11 cfs 0.007 of ' Reach 3R: ROOF-CB3 Peak Depth=0.51' Max Vel=3.3 fps Inflow= 1.19 cfs 0.092 of D=10.0" n=0.012 L=323.0' S=0.0050 '/' Capacity=1.68 cfs Outflow= 1.10 cfs 0.092 of Reach 4R: CB2-STORMCEPTOR Peak Depth=0.77' Max Vel=4.4 fps Inflow= 3.44 cfs 0.255 of D=15.0" n=0.012 L=4.0' S=0.0050 '/' Capacity=4.95 cfs Outflow= 3.44 cfs 0.255 of ' Reach 5R: STORMCEPTOR-EXIST CB Peak Depth=0.77' Max Vel=4.4 fps Inflow=3.44 cfs 0.255 of D=15.0" n=0.012 L=46.0' S=0.0050 '/' Capacity=4.95 cfs Outflow=3.41 cfs 0.255 of ' Reach DP2: (new Reach) Inflow= 3.87 cfs 0.287 of Outflow= 3.87 cfs 0.287 of ' Total Runoff Area = 1.170 ac Runoff Volume = 0.301 of Average Runoff Depth = 3.09" ' 2005-049 Lot 4-POST Type 1/124-hr Rainfall=6.90"(100-YEAR) Prepared by J.R. Russo & Associates Page 8 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 6/8/2005 ' Time span=2.00-20.00 hrs, dt=0.05 hrs, 361 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment C1131: CB1 Runoff Area=0.170 ac Runoff Depth=4.87" Tc=5.0 min CN=85 Runoff= 1.01 cfs 0.069 of ' Subcatchment C132: CB2 Runoff Area=0.380 ac Runoff Depth=4.54" Length=205' Tc=6.4 min CN=82 Runoff=2.05 cfs 0.144 of Subcatchment DA1: DA1 Runoff Area=0.110 ac Runoff Depth=2.41" Length=215' Tc=6.7 min CN=61 Runoff=0.32 cfs 0.022 of Subcatchment DA2: DA2 Runoff Area=0.250 ac Runoff Depth=2.42" Tc=5.0 min CN=61 Runoff=0.75 cfs 0.050 of Subcatchment ROOF: ROOF Runoff Area=0.220 ac Runoff Depth=6.33" Tc=5.0 min CN=98 Runoff= 1.50 cfs 0.116 of ' Subcatchment TD: TRENCH DRAIN Runoff Area=0.040 ac Runoff Depth=3.29" Tc=5.0 min CN=70 Runoff=0.17 cfs 0.011 of Reach 1R: CB1-CB2 Peak Depth= 0.42' Max Vel=3.2 fps Inflow= 1.01 cfs 0.069 of D=12.0" n=0.012 L=120.0' S=0.0050 '/' Capacity=2.73 cfs Outflow=0.98 cfs 0.069 of ' Reach 2R: TRENCH DRAIN-CB2 Peak Depth=0.14' Max Vel= 3.7 fps Inflow=0.17 cfs 0.011 of D=6.0" n=0.012 L=84.0' S=0.0260 '/' Capacity=0.98 cfs Outflow=0.16 cfs 0.011 of ' Reach 3R: ROOF-CB3 Peak Depth=0.60' Max Vel=3.5 fps Inflow= 1.50 cfs 0.116 of D=10.0" n=0.012 L=323.0' S=0.0050 '/' Capacity=1.68 cfs Outflow= 1.39 cfs 0.116 of ' Reach 4R: CB2-STORMCEPTOR Peak Depth=0.94' Max Vel=4.6 fps Inflow=4.55 cfs 0.340 of D=15.0" n=0.012 L=4.0' S=0.0050 '/' Capacity=4.95 cfs Outflow=4.55 cfs 0.340 of ' Reach 5R: STORMCEPTOR-EXIST CB Peak Depth=0.94' Max Vel=4.6 fps Inflow=4.55 cfs 0.340 of D=15.0" n=0.012 L=46.0' S=0.0050 '/' Capacity=4.95 cfs Outflow=4.51 cfs 0.339 of ' Reach DP2: (new Reach) Inflow= 5.25 cfs 0.390 of Outflow= 5.25 cfs 0.390 of ' Total Runoff Area = 1.170 ac Runoff Volume = 0.412 of Average Runoff Depth = 4.23" ' Appendix 4: GROSS PARTICLE SEPARATOR SIZING CALCULATIONS 1 1 1 1 1 1 ' 2005-049\Drainage.doc A-4 Lot 4 Sandra Drive ' Stormceptor CD Sizing Program United States Version 4.0.0 Project Details Project Lot 4 Sandra Drive Project# 2005-049 1 Location South Windsor Company J.R.Russo&Associates Date 6-7-05 — Contact Tim Coon — —J Selected Rainfall Station Particle Size Distribution State Connecticut Diam.(um) Percent(%) Spec. Gravity Name HARTFORD BRADLEY AP ID# 3456 20 20 1.30 Elev.(ft) 160 60 20 1.80 Latitude N 41 deg 56 min Longitude W 72 deg 40 min 150 20 2.20 ' 400 20 2.65 Site Parametersk — 2000 20 2.65 ' Total Area(ac) 0.81 Imperviousness(%) 69 Impervious Area(ac) .56 Stormceptor Sizing Table ' Stormceptor Model %Runoff Treated %TSS Removal STC 450 77 82 ' STC 900 92 89 STC 1260 92 89 ' STC 1800 92 89 STC 2400 97 92 STC 3600 97 92 STC 4800 99 94 STC 6000 gg 94 STC 7200 99 95 ' STC 11000 100 97 STC 13000 100 97 STC 16000 100 97 -i Comments i ' I t ' Appendix 5: SUPPLEMENTAL DRAINAGE ANALYSIS ' LOTS 6 & 7 SANDRA DRIVE 1 1 1 1 1 1 1 2005-049\Drainage.doc A-5 Lot 4 Sandra Drive 1 1 SUPPLEMENTAL DRAINAGE ' ANALYSIS 1 LOTS 6 & 7 SANDRA DRIVE 1 SOUTH WINDSOR, CT 1 1 July 26, 2002 i 1 Prepared for: 1 Andre L. & Andre K. Charbonneau 125 Edwin Road South Windsor, CT 1 i 1 Project No. 2002-024 1 Appl# 02-37P Prepared by: ' J.R. Russo &Ass ociates Land Surveyors & Professional Engineers 1 1 Shoham Road East Windsor, CT 06088 (860) 623-0569 1 1 1 1 ' J.R. RUSSO & ASSOCIATES Land Surveyors & Professional Engineers July 26, 2002 Jeff Doolittle ' Town Engineer Town of South Windsor 1340 Sullivan Avenue ' South Windsor, CT 06074 Re: Supplemental Drainage Analysis ' Appl # 02-37P Lots 6 & 7 Sandra Drive ' Dear Jeff: Per your request, J.R. Russo & Associates has completed an additional drainage analysis ' to demonstrate that the development of Lots 6 & 7 Sandra Drive without detention, in our opinion, will not create detrimental impacts downstream. This analysis includes a pre- and post development analysis of the Bancroft Brook watershed upstream of the existing ' bridge at Strong Road. The analysis is presented below. A. Alethodology ' Peak runoff flow rates were determined for re- and post-development conditions using Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This ' computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) methodology. The potential stormwater impacts were evaluated for the 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr; 24-hour storm events. ' Based on the resent draina�p �e patterns, the design point for the analysis was selected as ' the bridge where Bancroft Brook crosses Strong Road (see attached Drainage Plan in Appendix 1). According to the FEMA Flood Insurance Study for South Windsor (see excerpts in Appendix 2), this bridge is a restriction that acts as a flood control structure. Water backs up behind the bridge to prevent flooding impacts downstream. In fact, a review of the Flood Profiles of Bancroft Brook indicates that there is a 3 foot hydraulic jump at this bridge during the 10-year design storm. Upstream of the bridge, Bancroft ' Brook has an associated floodplain approximately 200 feet wide extending all the way to John Fitch Boulevard. B. Pre-Development Hydrology The drainage area of concern was divided into two subcatchments. Subcatchment 2 ' consists of the 3.57 acre subject site. Subcatchment 1 consists of the remaining watershed contributing to Bancroft Brook flow at the Strong Road bridge. Subcatchment ' 1 Shoham Road • East Windsor; CT 06088 - TEL: (860) 623-0569 • FAY: (860) 623-2485 1 July 26,2002 Page 2 of 3 2 was estimated to be approximately 890 acres (see drainage plan). The majority of this area is undeveloped woodland/wetland. However, there is significant residential, commercial and industrial development along the streets and roads within the watershed. The time of concentration to the Strong Road bridge was calculated to be 127.8 minutes. In order to estimate the curve number for Subcatchment 1 for use in the analysis, the FEMA flood study of Bancroft Brook was used. According to the FEMA flood.study (see attached excerpts in Appendix 2), the entire Bancroft Brook watershed is approximately 1.7 square miles (1126.4 acres). The 10-year peak discharge from the entire Bancroft Brook watershed is approximately 170 cubic feet per second (cfs). This was measured at a point approximately 2000 feet downstream of the Strong Road bridge where Bancroft Brook intersects Strong Brook. By adding the additional 2000 feet to the time of concentration calculated to the Strong Road bridge, an overall time of concentration for Bancroft Brook watershed is calculated to be approximately 144 minutes. Using this time of concentration and the overall drainage area of 1126.4 acres, by trial and error the appropriate Curve Number for the Bancroft Brook watershed to generate a 10-year discharge of approximately 170 cubic feet per second is 54. The resulting calculation sheet is provided in Appendix 2. The Curve Number of 54 was used during the remainder of the analysis as representative of the Strong Road bridge watershed. The project site (subcatchment 1) consists of 3.57 acres in the lower portion of the watershed. The entire site consists of woods over B soils during the pre-development condition(CN=55). The time of concentration for the site is calculated to be approximately 6.8 minutes. From the site, runoff then travels through the existing brook (Reach 1) for a length of approximately 2,000 feet to the Strong Road bridge. Using the data presented above, the pre-development peak flows were calculated at the Strong Road bridge. The flows are summarized in Table 1. Data Sheets are provided in Appendix 3. ' C. Post-Development Hydrology The development of the 3.57 acre project site will include the construction of a 20,400 square foot building and associated parking areas and lawn. Runoff from the site will continue to discharge into Bancroft Brook. The resulting post development peak flows are summarized in Table 1. Data Sheets are provided in Appendix 3. 1 \2002-024\supplemental drainage.doc Lots 6&7 Sandra Drive J.R. Russo&Associates Supplemental Drainage 1 ' July 26,2002 Page 3 of 3 TABLE 1 - PEAK FLOW COMPARISON 2-year 10-year 25-year 50-year 100-year ' Pre 29.9 149.7 243.7 339.5 445.3 Post 30.4 149.8 243.8 339.7 445.5 ' D. Conclusions ' As demonstrated in Table 1, the development of the site results in increases in the peak flow rate in Bancroft Brook at the Strong Road bridge ranging from 0.1 to 0.5 cfs. Looking at the 100-year storm, the FEMA information estimates the velocity behind the ' bridge at 0.8 fps. Thus, a 0.1 cfs increase in flow rate across the 200-foot width of the floodplain results in an increase in flood elevation of 0.0025 feet [(0.lcfs/0.8fps)/200ft)]. This is a negligible increase. It is assumed that the floodplain present upstream of the Strong Road bridge is more than sufficient to mitigate any flooding impacts from the less severe storms as well. In addition, the minor increases in peak flow are not expected to generate any erosion problems that may not already exist. ' Based on the location of the site in the downstream portion of the watershed, detention is not recommended. The later release of the stormwater from the site would cause it to ' more closely match the peak from the larger upstream watershed. This would cause greater impacts than no detention which allows the majority of the runoff to flow through and be gone prior to the larger peaks from upstream arriving at the Strong Road bridge.v I hope that this letter and the rev ised vised plans address all of the comments satisfactorily. If there are any questions, or you require further information, please call our office at (860) ' 623-0569. ' Sincerely, •I Timothy A. Coon, P.E. ' J.R. Russo & Associates ' cc: Andre Charbouneau \2002-024\supplemental drainage.doc Lots 6&7 Sandra Drive ' J,R. Russo&Associates Supplemental Drainage ' Appendix 1: 1 DRAINAGE AREA MAP 1 1 1 1 1 1 1 1 1 1 Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6&7 Sandra Drive STONG ROAD CULVERT/BANCROFT BROOK DRAINAGE AREA MAP t \-^�\ -.. ,, , � • --•- . � � � �\� •\•���' ` �''••% - - :.,\��`" • Q) Farr Rye S� t Windsor C JI 0 qM 7 • LIMIT OF D NAGE AREA ii. !i. b° I!\ I °O D° C• 82\ T A� \' ., d_�`�- %` ./� r N CEN o \ e., \ / \mil East Windsor9 4 /N, /� � ;- otl '' / 0 \ III 0 BM 'o - PROPOSED SIT 84 4;& -q1v vey r-d w 5 r4 'cl 0 .7 90 p ir I- ric k�l,dry 0, ol % s-ear I.,-- ' 'ria Gr • (H. aduat*e' ent"'" cdo WT*o 7 w- -2 STRONG ROAD CULV -."?. FLOW PATH Al I Cry -f7:- ......... 0- 83 -�6e'te.r Cem 'u. 4; ow e -0 U-1 joA0 A 4u z 8z ELLI -."'Suutb \\ J o'er` - �' \ ^f'•. �\ "'"� Windsor �'-�� ;/ �:.;, _� >�,' ?,:.�;;;J: :, ' ; \�. , zo cb I-------------- it A141, 0 LOTS 6 & 7 SANDRA DRIVE MANCHESTER QUAD SOUTH WINDSOR, CT SCALE I" = 2000' ' Appendix 2: 1 ' FEMA FLOOD STUDY EXCERPTS 1 1 Station3\c\mydocuments\2002-024\engineers response.doc Lots 6 &7 Sandra Drive ' LIMITOF DETAILED -_ BOULEVARD STUDY RM52z lot �� E E ZONE A ' ZONE A6 / ZONE A3 500 YEAR FLOOD CONTAINED IN RM51 CULVERT ZONE A3 ZONE B ZONE B RM50 ZONE A2 ZONE B ' ZONE B ,o Fti 0 J` l p ZONE A4 B 40 ZONE ZONE A13 N ZONE B 35 : ZON / \ \ Dam 3 ZONE B " ' N '• :: Table 1. Summary of Discharges Drainage Area Peak Discharges (Cubic Feet per Second) Flooding Source and Location (Square Miles) 10-Year 50-Year 100-Year 500-Year Connecticut River At Hartford Corporate Limits 10,460.00 120,500 Above Farmington River 165,500 185 ,500 230,500 9,852..00 121,000 165,500 185 ,500 230,500 Podunk River At Corporate Limits 18.94 1,065 2,020 2 Above Burnham Brook ,710 4,370 14. 30 670 1,295 1,710 Above Quarry Brook 2,58010.05 490 1,000 1,305 2,125 Above Plum Gully Brook 5.25 230 475 615 At Sullivan Avenue 2.80 160 1,030 400 Feet Upstream of Nevets Road 270 440 730 At Miller Road 355 1.63 130 270 585 1.05 115 m 240 310 450 Plum Gully Brook At Confluence with Podunk River 4.80 410 At Mouth of Farm Brook 790 1,000 1,575 1.18 130 265 345 580 Quarry Brook At Confluence with Podunk River 1.64 140 280 355 580 Farm Brook At Confluence with Plum Gully Brook 2.02 230 At Oakland Road 465 605 990 1.22 145 300 395 635 Bancroft Brook At Confluence with Stoughtons Brook 1. 76 170 350 450 755 Dry Brook At Confluence with Scantic River 2. 33 190 1850 Feet Downstream of Griffin Road 365 470 745 1.67 155 320 400 630 _ ■■�ii. ■■■■ ■■■■■■ ■ _ ■■\�■����:�■■L\I�/■■ ■■i.1■■■■� 3 ��::� �i�iil:i����W�YKIM iliirilPrW{ii*�` ' ���11 ■■ ■■■M mom ■■■■■■■■■ON ■\\■■■■:■■ : ■: 3 3■/ ■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■::: C7 _ Mor'21.4 son ME..mom�■■.■■■■.■.... ■ in 0 �..:�::�:....so ......:::::::::ONE :::::■: :: I E� :XMIAIRRIN ME so NEAMMEM mono .�: : : no mm3mg :=.:�3:.: .:...::::::::::::: :: :: ... ■ :: =:: ■.- ............. .... . . . . . .. . . . .. ■■/■■■■■■■■//3//■■ . 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MEon ON ............................. : 3� ��:■■..■■■■....■...■■■....C.■:: .... .. ... ..... .....................■..■.■.. .■■.■.�■■■ ■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■..■■■■■■■■■■■.■ME no ■■■.■■■:on .. . . . . . ... ...■.............. .■..... ■■ ■ 3938� 3.� �. .■ .... : :.:. 3 : ■■■ ■■3■■:■■■■■ ■ : ■ ■: /■■/■■No ■■■■■■■ No Elm0 :■:�' 3 :::::::■33.■..■■■■■■■■■■0 No ■■■■■■■■■■■■■■ °m no .....■............■............ ...:::.......................:::: DEPARTMENTC A Federal Insurance Administration FLOOD PROFILES" TOWN OF SOUTH I ' ' Data for BANCROFT BROOK WATERSHED Page 1 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 BANCROFT BROOK WATERSHED ' PEAK= 174 .2 CFS @ 14 .26 HRS, VOLUME= 58.35 AF ACRES CN SCS TR-20 METHOD 1126.40 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=. 05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' s=.01 ' /' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 109.6 W=4 ' D=.S ' a=2 sq-ft Pw=5 ' r=.4 ' ' s=.005 '/ ' n=. 028 V=2 .04 fps L=13400 ' Capacity=4.1 cfs Total Length=14100 ft Total Tc= 144 .1 ' SUBCATCHMENT 1 RUNOFF BANCROFT BROOK WATERSHED ' 170 160 AREA= 1126.4 AC 150 Tc= 144. 1 MIN 140 CN= 54 ' 120 ,-, 120 SCS TR-20 METHOD 0 II0 TYPE III 24-HOUR U 190 AINFALL= 4.70 IN ' 80 P K= 174.2 CFS O 60 14.26 HRS IL VOLUME= .35 AF 50 ' 40 30 20 10 TIME (hours) 1 1 Appendix 3: PRE-DEVELOPMENT ANALYSIS 1 1 1 1 1 1 1 1 ' Station3\c\mydocuments\2002-024\engineers response.doc Lots 6 &7 Sandra Drive 1 Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 1 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) 1 Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems 1 WATERSHED ROUTING 1 O O i 1 1 F11 � 0 1 1 0 SUBCATCHMENT ❑ REACH POND I I LINK 1 SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 ' SUBCATCHMENT 2 = SITE -> REACH 1 REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 1 REACH 2 = 1 1 1 1 1 ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 2 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 29.76 CFS @ 14 .58 HRS, VOLUME= 12 .14 AF ' ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=. O5 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' ' s=. 005 '/' n=. 028 V=2 .04 fps L=11400 ' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127 .8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 28 AREA= 890 AC 26 Tc= 127.8 MIN 24 CN= 54 ' 22 ^ 20 SC TR-20 METHOD LO 18 TYPE II 24-HOUR U 16 RAINFALL 3.20 IN ' 12 3 1 PEAK= 29.7 S 14.58 HR I 10 VOLUME= 12. 14 AF t� g 6 4 2 0m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 3 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= .32 CFS Q 12 .48 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100 ' P2=3.2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= 1 / ' a=1.25 sq-ft Pw=3.4 ' r=.366 ' ' s=.04 ' / ' n=. 03 V=5 .07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17 .1 ' SUBCATCHMENT 2 RUNOFF SITE .32 30 AREA= 3.57 AC .28 Tc= 17. 1 MIN 26 CN= 55 24 - ' 22 -. 22 SCS TR-20 METHOD .20 TYPE III 24-HOUR U . 18 RAINFALL= 3.20 IN 16 , 14 PEAK= .32 CFS O . 12 @ 12.46 HRS -1 . 10 VOLUME= .06 AF 08 ' .06 04 .02 v U) In h 00 U) m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 4 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = .32 CFS @ 12 .48 HRS, VOLUME= .06 AF Qout= .15 CFS @ 14.13 HRS, VOLUME= .05 AF, ATTEN= 55%, LAG= 99.2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= . 06 FT .05 .20 .10 n= .028 PEAK VELOCITY= .6 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 55.6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 . 86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 . 00 4 .07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT .32 ' .30 4' x .5' CHANNEL .28 n=.028 L=2000' S=.005 .26 .24 STOR-IND+TRANS METHOD ' .22 UELOCITY= .6 FPS .28 TRAVEL= 55.6 MIN U . 16 16 Qin= .32 CFS ' 3 14 ,- `` Qout= . 15 CFS O 12 LAG= 99.2 MIN 1-j 10 08 .06 .02 � 0.00m - cv m IT in m m rn m ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 5 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 29.90 CFS @ 14 .58 HRS, VOLUME= 12 .19 AF ' Qout= 29. 90 CFS @ 14 .58 HRS, VOLUME= 12 .19 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 30 Not described ' 28 26 24 - METHOD 22 ELOCITY= 0 FPS ^ 20 RAUEL= 0 MIN 18 U 16 Qin= 90 CFS 14 Qout= 29. 0 CFS ' :3 12 LAG= IN 01 10 V 6 6 4 2 em — N m V Ln t0 n 00 CD m ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 6 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 149.2 CFS @ 14 .03 HRS, VOLUME= 46.83 AF ACRES CN SCS TR-20 METHOD 890. 00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 4.70 IN SPAN= 10-20 HRS, dt=. 05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods : Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16 .1345 L=600 ' s=.01 '/ ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.S ' a=2 sq-ft Pw=5 ' r=.4 ' ' s=.005 '/ ' n= .028 V=2 .04 fps L=11400 ' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT I RUNOFF STRONG ROAD CULUERT WATERSHED 150 140 AREA= 890 AC 130 Tc= 127.8 MIN 120 CN= 54 ' 110 100 SCS TR-20 METHOD c� 90 TYPE III 24-HOUR U 80 RAINFALL= 4.70 IN ' 60 - 70 EAK= 149.2 CFS of 50 C 14.03 HRS UOLU - 46.63 AF LL 40 ' 30 20 10 TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 7 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo L Associates 22 Jul 02 HvdroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 1.89 CFS @ 12 .27 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 1 3 .6 ' Woodland Kv=5 L=290' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=.04 '/ ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 SUBCATCHMENT 2 RUNOFF SITE ' 1 .8 1 .7 AREA= 3.57 AC 1 .6 Tc= 17. 1 MIN 1 .5 CN= 55 ' 1 .4 ^ 1 .3 SCS TR-20 METHOD Lo 1 .2 TYPE III 24-HOUR U 1 .0 RAINFALL= 4.70 IN v' 9 PEAK= 1 .89 CFS o .7 @ 12.27 HRS -I .6 VOLUME= .22 AF LL .5 .4 .3 2 1 0.0m - ry r v Ln 0 r 10 m m TIME (hours) s Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 8 ' TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 1.89 CFS @ 12 .27 HRS, VOLUME= .22 AF Qout= 1.17 CFS @ 13 .02 HRS, VOLUME= .21 AF, ATTEN= 38%, LAG= 44 .8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 . 00 0 .00 PEAK DEPTH= .23 FT ' 05 .20 .10 n= .028 PEAK VELOCITY= 1.3 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 25. 6 MIN .15 . 60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 . 86 1.08 5 x FINER ROUTING .30 1.20 1. 84 .40 1. 60 2 .89 .50 2 . 00 4 .07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULVERT ' 1 .B 1 .7 4' x .5' CHANNEL 1 .6 n=.028 L=2000' S=.005 1 .5 1 .4 STOR-IND+TRANS METHOD 1 .3 VELOCITY= 1 .3 FPS 1 .2 TRAVEL= 25.6 MIN - 1 . 1 i 1 .0 ' �.� 9 Q i n= 1 .89 CFS 8 i Qcut= 1 . 17 CFS oo . LAG= 44.8 MIN LL 6 i i - - - 3 2 , - O.Om - r\j rr) v Ln W ao rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 9 ' TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 149.7 CFS @ 14 .03 HRS, VOLUME= 47.03 AF Qout= 149.7 CFS @ 14 .03 HRS, VOLUME= 47.03 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD . PEAK DEPTH= 0 .00 FT ' PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=. 05 HRS ' REACH 2 INFLOW & OUTFLOW ' 150 Not described 140 130 120 - METHOD ' 110 VELOCITY= 0 FPS 100 TRAVEL= 0 MIN kn 4- 90 U 80 Qin= 149.7 CFS ' 70 Qout= 149.7 CFS :3 60 LAG= 0 MIN 50 40 ' 30 20 10 ' Om N rr) v ui LD r, m rn m N TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 10 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 243 .0 CFS @ 13 .92 HRS, VOLUME= 71.87 AF ACRES CN SCS TR-20 METHOD ' 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 5.50 IN. SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 ' Woods : Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4 ' D=.5' a=2 sq-ft Pw=5 ' r=.4 ' s=. 005 / ' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 240 220 AREA= 890 AC 200 Tc= 127.8 MIN ' CN= 54 180 160 SCS TR-20 METHOD Ln TYPE III 24-HOUR U 140 RAINFALL= 5.50 IN ' 120 3 100 PEAK= 243.0 CFS O @ 13.92 HRS J 80 UOL E= 71 .87 AF 60 40 20 ' 00ft N rr) V Ln 0 m C) m N ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 11 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE ' PEAK= 3 .13 CFS @ 12 .25 HRS, VOLUME= .33 AF ACRES CN SCS TR-20 METHOD ' 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 5 .50 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland KV=5 L=290 ' s=.072 '/ ' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D= .5' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=. 04 '/ ' n=.03 V=5 .07 fps L=170 ' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 3.0 2 8 AREA= 3.57 AC 2.6 Tc= 17. 1 MIN 2 4 CN= 55 ' 2.2 SCS TR-20 METHOD 2.0 TYPE III 24-HOUR U 1 .8 RAINFALL= 5.50 IN `. 1 .6 3 I .4 PEAK= 3. 13 CFS 0 1 .2 0 12.25 HRS J 1 .0 VOLUME= .33 AF L� 8 ' .4 4 .2 0.0m _ ry m IT in r- m m m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 12 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 3 .13 CFS @ 12 .25 HRS, VOLUME= .33 AF Qout= 2 .12 CFS @ 12 . 86 HRS, VOLUME= .31 AF, ATTEN= 32%, LAG= 36.4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0 . 00 0 .00 0 .00 PEAK DEPTH= .33 FT . 05 .20 .10 n= .028 PEAK VELOCITY= 1 .6 FPS ' . 10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 20 .6 MIN . 15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS .22 .86 1 .08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4 .07 REACH I INFLOW & OUTFLOW SITE TO STRONG ROAD CULVERT ' 2.0 2,B 4' x .5' CHANNEL 2 6 n=.028 L=2000' S=.005 2.4 STOR-IND+TRANS METHOD 2.2 2.0 UELOCITY= 1 .6 FPS �� 8 TRAVEL= 20.6 MIN 1 .6 Qin= 3. 13 CFS ' 1 .4 Qout= 2. 12 CFS O 1 .2 i �� LAG= 36.4 MIN _j LL B i .2 - - - - 0.0m m m m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 13 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 . 11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 243 .7 CFS @ 13 .92 HRS, VOLUME= 72 .18 AF Qout= 243 .7 CFS @ 13 .92 HRS, VOLUME= 72.18 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW ' Not described 240 220 200 - METHOD ' 180 UELOCITY= 0 FPS j 160 TRAUEL= 0 MIN U 140 Qin= 243.7 CFS 120 Gout= 243.7 CFS :130 100 LAG= 0 MIN J 80 LL 60 40 20 0m N TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 14 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 338.6 CFS @ 13 . 88 HRS, VOLUME= 96.68 AF ACRES CN SCS TR-20 METHOD 890. 00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s= .01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' s=. 005 '/' n=.028 V=2.04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127. 8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 340 320 AREA= 690 AC 300 Tc= 127.6 MIN 280 CN= 54 260 _ 240 SCS TR-20 METHOD n 220 TYPE III 24-HOUR ti- 200 RAINFALL= 6.20 IN U I80 v 160 PEAK= 338.6 CFS 3 140 @ 13.88 HRS 0 100 UME= 96.66 AF ' Be 60 40 20 N r) a' N 0 m 0) m N TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 15 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5. 11 OD0409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 4 .36 CFS @ 12 .24 HRS, VOLUME= .44 AF ' ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 6.20 IN ' SPAN= 10-20 HRS, dt=. 05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12. 9 Woods : Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290' s= .072 '/' V=1.34 fps ' RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= 1 '/' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=. 04 '/ ' n= .03 V=5. 07 fps L=170 ' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 4.0 AREA= 3.57 AC Tc= 17. 1 MIN 3.5 CN= 55 3.0 SCS TR-20 METHOD TYPE III 24-HOUR u 2.5 RAINFALL= 6 2A IN 2.0 PEAK= 4.36 CFS ' O C' 12.24 HR5 _j 1 5 UOLUME= .44 AF LL 1 .0 .5 in 0 m rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 16 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 4 .36 CFS @ 12.24 HRS, VOLUME= .44 AF Qout= 3 .11 CFS Q 12 .77 HRS, VOLUME= .42 AF, ATTEN= 29%, LAG= 31.5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 . 00 0 .00 PEAK DEPTH= .42 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.9 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 18.0 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20_ HRS, dt=.05 HRS .22 .86 1. 08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4 . 07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 4.0 4' x .5' CHANNEL 3.5 n=.028 L=2000' S=.005 STOR-IND+TRANS METHOD 3.0 ��� VELOCITY= 1 .9 FPS 2.5 r TRAVEL= 18 MIN i Qin= 4.36 CFS � 2.0 � Gout= 3. 11 CFS ' I .5 LAG= 31 .5 MIN � i 1 .0 ' i i i 0.0m - N m IT in 0 m rn m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 17 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 339.5 CFS @ 13 .88 HRS, VOLUME= 97.10 AF ' Qout= 339.5 CFS @ 13 . 88 HRS, VOLUME= 97.10 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD ' PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0 .0 MIN ' SPAN= 10-20 HRS, dt= .05 HRS ' REACH 2 INFLOW 8 OUTFLOW 340 Not described ' 320 - 300 280 METHOD 260 UELOCITY= 0 FPS 240 TRAVEL= 0 MIN 20 4- 200 U 180 Din= 339.5 CFS 160 Dout= 339.5 CFS 3 140 LAG= 0 MIN ' 0 120 100 80 60 0 20 0m — ry v Ln 0 oo m m ' TIME (hours) t 1 ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 18 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 444 .3 CFS @ 13 .80 HRS, VOLUME=123 .79 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6 .90 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600' s=.01 ' /' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5' a=2 sq-ft Pw=5' r=.4 ' ' s=.005 '/ ' n=.028 V=2 .04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127. 8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 400 AREA= 890 AC Tc= 127.6 MIN 350 CN= 54 ' 300 SCS TR-20 METHOD TYPE III 24-HOUR U 250 RAINFALL= 6.90 IN t --R 200 PEAK= 444.3 CFS 0 C 13.8 HRS 150 UME= 123.79 AF 100 ' 50 0m — cv r i v in n ao rn m ' TIME (hours) 1 ' Data for SANDRA DRIVE - PRE-DEVEL P 0 MENT Page 19 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE ' PEAK= 5 .68 CFS @ 12 .24 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12 . 9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 6 W=2' D=.5 ' SS= 1 '/' a=1.25 sq-ft Pw=3 .4' r=.366 ' ' s=.04 1/ ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft. Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 5.5 5.0 AREA= 3.57 AC Tc= 17. 1 MIN 4.5 CN= 55 ' ^ 4.0 SCS TR-20 METHOD Lill 3.5 TYPE III 24-HOUR `u 3 0 RAINFALL= 6.90 IN ' :3 2.5 PEAK= 5.68 CFS 0 2 0 @ 12.24 HRS VOLUME= .55 AF L- 1 .5 1 .0 .5 ' 0.0m _ N v in 0 00 ON m N TIME (hours) t ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 20 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5. 11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT Qin = 5 .68 CFS @ 12 .24 HRS, VOLUME= .55 AF ' Qout= 4 .20 CFS @ 12 .71 HRS, VOLUME= .54 AF, ATTEN= 26%, LAG= 28.3 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0. 00 PEAK DEPTH= .51 FT . 05 .20 .10 n= .028 PEAK VELOCITY= 2 .1 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 16.2 MIN ' .15 .60 .61 SLOPE= . 005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 . 86 1. 08 S x FINER ROUTING .30 1 .20 1. 84 ' .40 1 .60 2 . 89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 5.5 ' 5.0 4' x .5' CHANNEL 4.5 n=.028 L=2000' S=.005 4.0 � � STOR-IND+TRANS METHOD UELOCITY= 2. 1 FPS ' 3.5 � �i TRAVEL= 16.2 MIN 3.0 Qin= 5.66 CFS 3 2.5 Gout= 4.20 CFS 0 2.0 � LAG= 28.3 MIN LL i 1 .5 1 .0 � 0.0m _ ry m rn m TIME (hours) t Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 21 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 445.3 CFS @ 13 .80 HRS, VOLUME=124.33 AF ' Qout= 445 .3 CFS @ 13 .80 HRS, VOLUME=124.33 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0 . 0 FPS ' TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW 8 OUTFLOW 450 Not described 400 350 - METHOD VELOCITY= 0 FPS 1 300 TRAVEL= 0 MIN LO U 250 Din= 445.3 CFS Dout= 445.3 CFS ' 200 LAG= 0 MIN 1 150 LL 100 ' 50 Om N rr) IT Ln LO r- CC) Cj) m ' TIME (hours) Appendix 4. 1 POST DEVELOPMENT ANALYSIS 1 1 1 1 1 1 1 1 Station3\c\mydocuments`2002-024\engineers response.doc Lots 6&7 Sandra Drive Data for SANDRA DRIVE - POST DEVELOPMENT Page 14 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 11 000409 (c) 1986-1999 Applied Microcomputer Systems ' WATERSHED POUTING O O F 1 OSUBCATCHMENT ❑ REACH A POND I I LINK SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 SUBCATCHMENT 2 = SITE -> REACH 1 REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 REACH 2 = -> ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 1 g 5 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Svstems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 29. 76 CFS @ 14 .58 HRS, VOLUME= 12.14 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' s=.01 '/ ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=S ' r=.4 ' ' s=.005 '/ ' n=. 028 V=2 .04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULVERT WATERSHED 28 ' 26 AREA= 890 AC Tc= 127.6 MIN 24 22 CN= 54 ' 20 SC TR-20 METHOD C� 18 TYPE II 24-HOUR U 16 RAINFALL 3.20 IN 14 PEAK= 29. 7 FS ' 0 10 @ 14.58 HR VOLUME= 12. 14 AF ' 6 4 2-CS) — ni ao rn m TIME Chours) 1 ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 16 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 2 . 08 CFS Q 12 .10 HRS, VOLUME= .17 AF ' ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR . 89 61 LAWN RAINFALL= 3 .20 IN ' 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15 ' P2=3 .2 in s=.05 ' TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 '/' SHALLOW CONCENTRATED/UPLAND FLOW 3 . 8 Grassed Waterway Kv=15 L=70 ' s=.01 '/' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5 ' s=.01 '/' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs ' RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' s=.04 '/' n= . 03 V=5 . 07 fps L=150 ' Capacity=6.3 cfs Total Length= 831 ft Total Tc= 6. 8 SUBCATCHMENT 2 RUNOFF ' SITE 2.0 AREA= 3.57 AC 1 .8 Tc= 6.6 MIN 1 .6 CN= 66 1 .4 SCS TR-20 METHOD ' TYPE III 24-HOUR u 1 '2 RAINFALL= 3.20 IN `J 1 .0 3 PEAK= 2.06 CFS ' O 8 C' 12. 1 HRS - 6 VOLUME= . 17 AF LL- .4 ' 2 0.0m cv r*� v u� � � � rn m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 17 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 2 . 08 CFS @ 12.10 HRS, VOLUME= .17 AF ' Qout= .96 CFS @ 12 .88 HRS, VOLUME= .16 AF, ATTEN= 54%, LAG= 46 . 8 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0 .00 PEAK DEPTH= .20 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.2 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 27.5 MIN ' .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1 .20 1.84 ' .40 1.60 2.89 50 2 .00 4 .07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 2.0 L is .5' CHANNEL 1 .8 =2000' S=.005 1 .6 +TRANS METHOD 1 .4CITY= 1 .2 FPS LOVEL= 27.5 MIN u 1 .2 1 0Din= 2.08 CFS Qout= .96 CFS O 8 LAG= 46.8 MIN V_ 6.2 - - - - - - - - - 0.0m _ N r v in rn m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 18 . ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 30 . 04 CFS @ 14 .58 HRS, VOLUME= 12 .30 AF Qout= 30 . 04 CFS @ 14 .58 HRS, VOLUME= 12.30 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 . 00 FT PEAK VELOCITY= 0 .0 FPS ' TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=. 05 HRS ' REACH 2 INFLOW & OUTFLOW ' 30 Not described 28 26 24 - METHOD ' 22 ELOCITY= 0 FPS 20 RAUEL= 0 MIN c� 18 U 16 Din= .04 CFS 14 Dout= 30. 4 CFS :3 12 LAG= IN OJ 10 L. 8 ' 6 4 2 0m — iv m v ui w n m m m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 19 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 149.2 CFS @ 14 .03 HRS, VOLUME= 46.83 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' s=. 01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' ' s=.005 '/ ' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs - Total Length=12100 ft Total Tc= 127. 8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 150 ' 140 AREA= 690 AC 130 Tc= 127.8 MIN 120 CN= 54 110 ' 100 SCS TR-20 METHOD 4- 90 TYPE III 24-HOUR U 80 RAINFALL= 4.70 IN 70 EAK= 149.2 CFS ' O 50 UOLU@ 14 .03 HRS - 46.83 AF 1L 40 30 ' z 10 0m — ry m v in I co rn m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 20 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 5 .74 CFS @ 12 . 09 HRS, VOLUME= .41 AF ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 4 .70 IN ' 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 1 3 .3 Woods: Light underbrush n=.4 L=15 ' P2=3 .2 in s= .05 TR-55 SHEET FLOW 2 1 .1 ' Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway KV=15 L=70' s=.01 '/' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=. 01 '/' n= .011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 ' W=2 ' D= .5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=. 04 ' /' n= .03 V=5 . 07 fps L=150 ' Capacity=6 .3 cfs ' Total Length= 831 ft Total Tc= 6 . 8 SUBCATCHMENT 2 RUNOFF SITE 5.5 AREA= 3.57 AC 5.0 Tc= 6.6 MIN ' 4.5 CN= 66 ^ 4.0 SCS TR-20 METHOD � 3.5 TYPE III 24-HOUR ' U 3.0 RAINFALL= 4.70 IN 2.5 PEAK= 5.74 CFS O 0 12.09 HRS 12.0 UOLUME= .41 AF LL- 1 .5 1 .0 5 3.0m ry v in Wr m m m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 21 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 1 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT Qin = 5 .74 CFS @ 12.09 HRS, VOLUME= .41 AF Qout= 3 .36 CFS @ 12 .54 HRS, VOLUME= .40 AF, ATTEN= 42%, LAG= 27.3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 1 0 .00 0 .00 0 .00 PEAK DEPTH= .44 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1. 9 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 17.4 MIN 1 .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1 .20 1.84 .40 1.60 2 .89 1 .50 2 . 00 4.07 REACH 1 INFLOW & OUTFLOW 1 SITE TO STRONG ROAD CULUERT 5.5 4' x .5' CHANNEL 1 5.0 n=.028 L=2000' S=.005 4.5 STOR-IND+TRANS METHOD 4.0 UELOCITY= 1 .9 FPS ,+ 3.5 TRAUEL= 17.4 MIN 1 � 3.0 - Qin= 5.74 CFS 3 2.5 flout= 3.36 CFS 1 0 2 0 LAG= 27,3 MIN J LL- 1 .5 t � 1 .0 5 1 . rn m N 1 TIME (hours) 1 1 i 1 i 1 Data for SANDRA DRIVE - POST DEVELOPMENT Page 22 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 149.8 CFS @ 14 . 03 HRS, VOLUME= 47.23 AF ' Qout= 149. 8 CFS @ 14 . 03 HRS, VOLUME= 47.23 AF, ATTEN= 0%, LAG= 0. 0 MIN DEPTH END AREA DISCH (FT) (S -FT) (CFS) - METHOD ' PEAK DEPTH= 0. 00 FT PEAK VELOCITY= 0 . 0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=. 05 HRS ' REACH 2 INFLOW & OUTFLOW 150 Not described ' 140 - 130 120 METHOD 110 VELOCITY= 0 FPS ' 100 TRAVEL= 0 MIN LO 4. 90 U B0 Qin= 149.8 CFS 70 Qout= 149.8 CFS 3 60 LAG= 0 MIN 50 li 40 ' 30 20 ' 1e ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 23 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems tSUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 243 .0 CFS @ 13 .92 HRS, VOLUME= 71.87 AF ACRES CN SCS TR-20 METHOD 890. 00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 5 .50 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n= .4 L=100' P2=3 .2 in s=.01 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 ' / ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4' ' s=.005 '/' n=.028 V=2 .04 fps L=11400 ' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT i RUNOFF STRONG ROAD CULVERT WATERSHED ' 240 220 AREA= 890 AC 200 Tc= 127.8 MIN CN= 54 ' 180 160 SCS TR-20 METHOD � TYPE III 24-HOUR U 140 RAINFALL= 5.50 IN ' 120 3 100 PEAK= 243.0 CFS 13.92 HRS 80 UO E= 71 .67 AF 60 ' 40 20 TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 24 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HvdroCAD 5. 11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 8 .00 CFS @ 12 .08 HRS, VOLUME= .57 AF ' ACRES CN SCS TR-20 METHOD . 97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 5 .50 IN 1 .71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods : Light underbrush n=.4 L=15 ' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 . 8 Grassed Waterway Kv=15 L=70 ' s=.01 '/' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 ' /' n=.011 V=8.51 fps L=576 ' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=. 5 ' SS= 1 '/ ' a=1 .25 sq-ft Pw=3 .4 ' r=.366 ' s=.04 ' / ' n=. 03 V=5 .07 fps L=150 ' Capacity=6 .3 cfs ' Total Length= 831 ft Total Tc= 6 8 SUBCATCHMENT 2 RUNOFF ' SITE 8.0 7.5 AREA= 3.57 AC 7.0 Tc= 6.8 MIN 6.5 CN= 66 6.0 r, 5.5 SCS TR-20 METHOD LO 5.0 TYPE III 24-HOUR U 4.5 RAINFALL= 5.58 IN 4.0 :3 3.5 PEAK= 8.00 CFS O 3.0 @ 12.08 HRS ' -J 2.5 VOLUME= .57 AF 2.0 1 .5 1 .0 ' 5 0.0m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 25 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 8. 00 CFS @ 12 . 08 HRS, VOLUME= .57 AF Qout= 4 .98 CFS @ 12 .47 HRS, VOLUME= .55 AF, ATTEN= 38%, LAG= 23 .S MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 . 00 0 .00 0 . 00 PEAK DEPTH= .58 FT . 05 .20 .10 n= .028 PEAK VELOCITY= 2 .2 FPS . 10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 15 .4 MIN ' .15 .60 . 61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt= . 05 HRS .22 .86 1 . 08 5 x FINER ROUTING .30 1.20 1. 84 .40 1 .60 2 . 89 .50 2 .00 4 . 07 REACH 1 INFLOW & OUTFLOW ' SITE TO STRONG ROAD CULUERT 8.0 7.5' 4' x .5' CHANNEL 7.0 n=.028 L=2000' S=.005 6.5 6.0 STOR-IND+TRANS METHOD 5 5 VELOCITY= 2.2 FPS ' 5.0 TRAUEL= 15.4 MIN 4.5 4.0 Gin= 6.00 CFS 3 3.5 �i Qout= 4.96 CFS ' O 3.3 i i LAG= 23.5 MIN -J 2.5 LL 2.0 1 .5 1 .0 _ .5 _ 0.0m r� m IT Ln 0 m rn m 1 TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 26 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 1 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 243 .8 CFS @ 13 .92 HRS, VOLUME= 72 .42 AF Qout= 243 . 8 CFS @ 13 .92 HRS, VOLUME= 72 .42 AF, ATTEN= 0°s, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD ' PEAK DEPTH= 0 . 00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0.0 MIN ' SPAN= 10-20 HRS, dt=. 05 HRS REACH 2 INFLOW & OUTFLOW ' 240 Not described ' 220 200 - METHOD 180 VELOCITY= 0 FPS j 160 TRAVEL= 0 MIN U 140 Qin= 243.8 CFS 120 Gout= 243.8 CFS 3 100 LAG= 0 MIN 0 80 � 60 40 20 -- 0m cv r v m orn m N ' TIME (hours) II ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 27 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 338.6 CFS @ 13 . 88 HRS, VOLUME= 96.68 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.20 IN ' SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in S=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' s=.01 / ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5 ' r=.4 ' S=.005 '/' n=.028 V=2 . 04 fps L=11400 ' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127. 8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT UATERSHED 340 ' 320 300 AREA= 890 AC 280 Tc= 127.8 MIN 260 CN= 54 _ 240 SCS TR-20 METHOD ,0 220 TYPE III 24-HOUR 4- 200 U 180 RAINFALL= 6.20 IN `J 160 PEAK= 338.6 CFS ' 3 10 CD120 @ 13.88 HRS � 100 UME= 96.68 AF 80 60 ' 0 20 0m — cv v ui m rn m ' TIME (hours) I� Data for SANDRA DRIVE - POST DEVELOPMENT Page 28 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 10 . 10 CFS @ 12 .08 HRS, VOLUME= .71 AF ' ACRES CN SCS TR-20 METHOD . 97 90 IMPERVIOUS TYPE III 24-HOUR . 89 61 LAWN RAINFALL= 6.20 IN ' 1 . 71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 . 57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15 ' P2=3 .2 in s=. 05 ' TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 '/' SHALLOW CONCENTRATED/UPLAND FLOW 3 . 8 Grassed Waterway Kv=15 L=70 ' s=.01 '/ ' V=1.5 fps ' CIRCULAR CHANNEL 5 1 .1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5 ' s=.01 1 /' n= . 011 V=8.51 fps L=576' Capacity=26.7 cfs ' RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D= .5 ' SS= 1 '/' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' s=.04 ' /' n=. 03 V=5.07 fps L=150' Capacity=6 .3 cfs ' Total Length= 831 ft Total Tc= 6 .8 SUBCATCHMENT 2 RUNOFF SITE 10 g AREA= 3.57 AC Tc= 6.8 MIN 8 CN= 66 7 SCS TR-20 METHOD o ' TYPE III 24-HOUR U 6 RAINFALL= 6.20 IN 5 PEAK= 10. 10 CFS O 4 @ 12.06 HRS -LLL 3 UOLUME= .71 AF 2 1 in W r ao rn m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 29 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 10 .10 CFS @ 12 .08 HRS, VOLUME= .71 AF ' Qout= 6 .42 CFS @ 12 .45 HRS, VOLUME= . 69 AF, ATTEN= 36%, LAG= 22 .2 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0. 00 0 . 00 0.00 PEAK DEPTH= .70 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2 .3 FPS .10 .40_ .31 LENGTH= 2000 FT TRAVEL TIME = 14.5 MIN ' .15 .GO .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt= .05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 ' .40 1.60 2.89 .50 2 .00 4 .07 REACH 1 INFLOW & OUTFLOW ' SITE TO STRONG ROAD CULUERT 10 9 4' X .5' CHANNEL n=.028 L=2000' S=.005 8 STOR-IND+TRANS METHOD 7 . UELOCITY= 2.3 FPS ' 4-- 6 i� TRAUEL= 14.5 MIN U 5 Q i n= 1 0. 10 CFS Qout= 6.42 CFS ' O 4 i LAG= 22.2 MIN J � � LL 3 i 2 i Om - N m v in w r, co rn m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 30 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 339 .7 CFS @ 13 . 88 HRS, VOLUME= 97 .37 AF Qout= 339.7 CFS @ 13 .88 HRS, VOLUME= 97.37 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD ' PEAK DEPTH= 0 . 00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN. SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW 340 Not described 320 300 280 - 60 2 - METHOD UELOCITY= 0 FPS 240 TRAVEL= 0 MIN 220 203 80 1 l) 80 Qin= 339.7 CFS 160 flout= 339.7 CFS 3 140 LAG= 0 MIN 0 120 ' LL 100 80 60 40 20 TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 31 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 444 .3 CFS @ 13 . 80 HRS, VOLUME=123 .79 AF ' ACRES CN SCS TR-20 METHOD 890 . 00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6 .90 IN ' SPAN= 10-20 HRS, dt=. 05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s= . 01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16 . 1345 L=600 ' s=.01 '/ ' V=1.61 fps ' RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.S ' a=2 sq-ft Pw=5' r=.4 ' s=.005 ' / ' n= .028 V=2 .04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127 . 8 SUBCATCHMENT 1 RUNOFF ' STRONG ROAD CULVERT WATERSHED 400 AREA= 890 AC ' Tc= 127.8 MIN 350 CN= 54 300 SCS TR-20 METHOD TYPE III 24-HOUR U 250 RAINFALL= 6.90 IN 200 PEAK= 444.3 CFS ' O C' 13.8 HRS —� 150 UME= 123.79 AF 100 50 0m cv rh v u� m m m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 34 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 445 .5 CFS @ 13 .80 HRS, VOLUME=124.63 AF Qout= 445 .5 CFS @ 13 .80 HRS, VOLUME=124.63 AF, ATTEN= 0%, LAG= 0. 0 MIN DEPTH END AREA DISCH _(FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt= . 05 HRS REACH 2 INFLOW & OUTFLOW 450 Not described 400 350 - METHOD UELOCITY= 0 FPS ' 300 TRAUEL= 0 MIN U 250 Qin= 445.5 CFS J Qout= 445.5 CFS ' 3 200 LAG= 0 MIN of 150 LL 100 50 i in LO r, ao G m TIME (hours) r July 21, 2005 Certified # 70020460000197444231 J.R. Russo & Associates, Inc. Attn: Mr. Tim Coon 1 Shoham Road East Windsor, CT 06088 RE: Appl. #05-41 P— Charbonneau, Lot#4 Dear Mr. Coon: At the July 6, 2005 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #05-41 P— Charbonneau Lot#4— Kimberly Drive — Conservation Commission application for the construction of a 9600 sq. ft. Industrial building, parking lot, stormwater structures and associated improvements on property located southerly of Kimberly Drive and easterly of Sandra Drive. 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 July 6, 2010. 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. R Charbonneau, Lot#4 July 21, 2005 Page 2 6. We recommend a bond in the amount of$5,000 be submitted to the Planning & Zoning Commission to ensure compliance with the erosion and sediment control measures. Very truly yours, Elizabeth Warren, Chairperson INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION EW:dr cc: Chief Building Official Andre Charbonneau & Sons PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: June 14, 2005 TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond, Bill Lanning, Jeff Doolittle Kris Lindstrom, Ray Favreau, Karl Reichle, Mel Stead, Chris Dougan, Bob Deptula Dennis Sheridan FROM: Marcia A. Banach, AICP, Director of Planning The Planning&Engineering Departments have received plans for the following projects: 05-41 P, Charbonneau Lot 4 Location: Sandra Drive ® Site Plan ❑ Subdivision No. Acres 1.14 ac Zone I ® Industrial ❑ Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: Construction of 9,600 sf industrial building Future Town-owned property involved? ❑ Yes ®No ❑ new street(s) ❑ new detention area ❑new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 7/5/05 and return to the Planning Department. R 3 1•N� Memo To: Marcia Banach, Director of Planning From: Tracy A. LaPiene, Project Engineer CC: File Date: 7/21/05 Re: 05-41 P Lot 4 Sandra Drive & Kimberly Drive On 07/19/05, Jeff Doolittle, Town Engineer requested that I review the submittal of 05-41 P Lot 4 Sandra Drive& Kimberly Drive received 06110/05. 1 have reviewed the submittal and the following items need to be addressed: 1) Two proposed monuments need to be placed on the street line at the intersection of Kimberly Drive and Sandra Drive(at each end of the 39.27' curve). 2) OilM/ater Separator detail shall be revised to meet the technical approval of the Engineering Department and the W.P.C.A..: a) Change inlet and outlet pipe sizes from 4"to 6". b) Baffle wall required. Page 1 of 1 South • • Planning Department Memo To: Tim Coon,JR Russo&Associates From: Marcia A. Banach, Director of Planning Date: 8/2/2005 Re: Appl#05-41 P, Lot 4, .55 Kimberly Drive Planning Department review comments for the above-referenced application: 1. Key Map: a. Outline of buildings, parking area missing. b. Distance to nearest intersection(Rt 5)missing. 2. Data block: a. Provide the actual front,side and rear yard setbacks, not just the requirements b. Parking calculations: warehouse use says 1420 s.f. AND 8180 s.f. Eliminate the incorrect one. 3. Site plan a. is there a free-standing sign proposed? b. Show dimensions of parking spaces,aisle width 4. Need some documentation that the temporary grading easement from the abutter is actually forthcoming. 5. Is it realistic to expect that the"fingers"of lawn along the loading docks will remain over time? They seem to contribute to tighter turning movements for trucks. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.253 Fax 860-644-7280 e-mail banach cDsouthwindsor.org 0 Page 1 RECEIVE® J.R. RUSSO & ASSOCIATES AUG 1 0 2005 Land Surveyors & Professional Engineers SOUTH WINDSOR PLANNING DEPT. August 9, 2005 Marcia Banach Director of Planning Town of South Windsor 1340 Sullivan Avenue South Windsor, CT 06074 Re: Response to Comments Appl#05-41P Lot 4, 75 Kimberly Drive Dear Marcia: Attached please find seven(7)revised sets of the Site Plans for the above referenced project prepared by J.R. Russo &Associates on behalf of the Andre Charbonneau& Sons. The plans have been modified to address your comments dated August 2, 2005, and comments from the Engineering Office dated July 21, 2005. In particular,the following revisions have been made: 1. The Key Map (sheet 1 of 6)has been to show the outline of the proposed building and parking area and distance to Route 5. 2. The Data Block on sheet 2 of 6 has been revised to include the setbacks provided. In addition,the parking calculation has been revised to show the correct warehouse square footage and reflect a portion of the building(approximately Y2 of the shop area)to be used as manufacturing space. As we discussed, if additional parking is needed in the future, there appears to be available area on the northwestern portion of the lot to serve that purpose. 3. The Site Plan(sheet 2 of 6)has been revised to include dimensions of the parking stalls and aisles, and to show proposed monuments at the intersection of Kimberly and Sandra Drive. 4. The oil/water separator detail(sheet 5 of 6)has been revised per the Engineering's comments. With regard to your question about a free-standing sign, one is not proposed at this time. In addition, with regard to your question about the"fingers" of lawn along the loading docks, these landscaped areas are required to make up the grade change associated with the loading dock that is depressed 4-feet below the finish floor grade. If the fingers were removed, the retaining wall would have to extend the same length as the fingers, providing no benefit for truck turning movements. 2005-049\planner response.doc 1 Shoham Road • East Windsor, CT 06088 • TEL: (860) 623-0569 • FAX: (860) 623-2485 r Page 2 of 2 August 9,2005 The applicant is currently pursuing written documentation from the western abutter that he/she will agree to a temporary grading easement. This documentation will be forwarded as soon as it is received. I hope that this letter and the revised plans address all of your comments satisfactorily. If there are any questions, or you require further information,please call our office at(860) 623-0569. Sincerely, i Timothy A�. oon, P.E. J.R. Russo &Associates Attachments cc: Andre Charbonneau 2005-049\plannerresponse.doc Appl #05-41P, 75 Kimberly Drive August 16, 2005 Planning Department Report 1. Request for site plan approval to construct a new manufacturing building at 75 Kimberly Drive, I zone. Maximum impervious coverage allowed is 65%, 52.5% proposed. Proposed building height is 28 feet; 40 feet allowed. Lot size is 1.14 acres; minimum lot size allowed is V2 acre. Front yard setback is about 105 feet feet, 35 feet required. 2. There is no outdoor storage proposed. 3. The parking requirement is 15 spaces, 15 spaces have been provided. 4. Architectural and Design Review Committee reviewed this application on July 7. ADRC was satisfied with the application as presented. 5. The only site lighting proposed is building lights with full cutoff fixtures, no parking lot light poles. 6. There is no free-standing sign proposed. 7. There is no buffer requirement as this lot does not abut a residential zone. 8. oposed plan do r uire a tem=PeZtiod1'*s' ry rading eas e t from t a ter to the t. We hav reques d doc ease ent ' ikely to be granted posed e not seen it as yet. 9. There are no regulated wetlands. This application received IWA/CC approval on July 6 with a $5,000 for erosion & sediment control and no unusual approval conditions. 10.Public sewer and water are available. Water Pollution Control Authority approval is required. r. 1 l.There is a dumpster proposed on a concrete pad with screening. 12.If this application is approved, Planning Dept req " gr ng eas the Planning Department I Memo To: Marcia Banach, Director of Planning From: Tracy A. LaPiene, Project Engineer CC: File Date: 08/16/05 Re: 05-41 P Lot 4 Sandra Drive& Kimberly Drive I have reviewed the revised plans for Lot 4 75 Kimberly Drive dated 08-04-05 and all of the Engineering Division's review comments have been addressed. Page 1 of 1 10 41 N Sf4 F m � �� 07 w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 August 17,2005 CERTIFIED MAIL Andre Charbonneau& Sons 125 Edwin Road South Windsor, CT 06074 Re: Appl#05-41P, Charbonneau Lot 4 Site Plan Dear Mr. Charbonneau: We are pleased to advise you that the Planning&Zoning Commission voted on August 16, 2005 to approve with modifications the above-referenced application for construction of a 9600 sq. ft. industrial building on property located at 75 Kimberly Drive, I-zone. This approval is subject to the following conditions: 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$5,000. 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. A landscape bond in the amount of$1,000. is required and must be submitted prior to filling of mylars. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 8. The building.street number must be included on the final plan. 9. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10. The Town Engineer's review comments dated July 21, 2005,must be addressed to the Town Engineer's satisfaction. 11. A detail of the retaining wall must be submitted and approved by the Town Engineer. Black and white transparent mylars of Sheet#2 with the above modifications, together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping plans)must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Timothy H. W ntzell, Chairman Planning&Zoning Commission THW/rfs cc: Zoning/Wetlands Enforcement Officer Chief Building Official Assessor Fire Marshal Town Engineer J.R. Russo—Mr. Tim Coon �O.N N SFq OTlov� OPS c a m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sox•co� TELEPHONE (860) 644-2511 August 26, 2005 Andre Charbonneau & Sons 125 Edwin Road South Windsor, CT 06074 Re: Appl#05-41 P, Charbonneau Lot#4 Site Plan Dear Mr. Charbonneau: IN ATTENDANCE Jeff Doolittle TOSW 540 Sullivan Ave. 860-644-2511 x 245 Michele Lipe TOSW 540 Sullivan Ave. 860-644-2511 x 252 Jeff Folger TOSW 540 Sullivan Ave. 860-644-2511 x 229 Bernie Drabek TOSW 540 Sullivan Ave. 860-644-2511 x 241 Joe Russo J.R.Russo&Associates 1 Shoham Road,E. Windsor 860-623-0569 Kevin Charbonneau . Andre Charbonneau& Sons 125 Edwin Road 860-930-4234 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, 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). Topsoil/excess subsoil areas are to be identified in the field. 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 Sandra Drive or Kimberly Drive. 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. ` 4 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. A street cut permit is needed for both new driveway cuts. .5. A separate street cut permit is needed for utility work within the right of way. 6. A drain layers permit is needed for installation of the sanitary sewer lateral. 7. Certification of all products used-- storm pipe, structures,pavement, etc., shall be presented to the Town Engineer prior to installation. 8. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 9. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 10. 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. 11.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. 12. Any problems and/or questions regarding construction of this project will be directed to Kevin Charbonneau in the field at phone#930-4234. 13. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 14. Job meetings will be held as needed, and can be called by the developer or Town. 15. Forty-eight-(48)hours' notice needed for certificate of occupancy inspection. 16. 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. 17. Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 18. No paving after October 15 or before April 15 without written approval from Director of Public Works. 19. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 20. Sanitary lateral locations should be tied down to existing structures and shown on the progress as- builts. 21. If a concrete monument is located within a driveway, a cast iron frame and cover must be provided for town public improvement specifications. 22. During construction of individual sanitary sewer 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. Landscape bond of$1,000. is required. 3. Mylar must be filed in the Town Clerk's office prior to issuance of a building permit. 4. No sewer work allowed until WPCA approval has been granted. 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. 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 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/rfs cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Karl Reichle, Public Works Mel Stead, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET SOWN Se4 ® O r 70� O-P Bain ?d&U&Ot c w y 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR.co��ci AREA CODE 860/644-2511 September 19, 2005 J. R. Russo&Associates 1 Shoham Road East Windsor, CT 06088 Attn:Tim Coon Re: Lot 4, Sandra Drive and Kimberly Drive South Windsor, CT Dear Mr. Coon: The South Windsor Water Pollution Control Authority, at its regular meeting of September 6, 2005, gave approval for the connection to the Town's sewerage system for proposed building addition at Lot 4, Sandra Drive and Kimberly Drive, South Windsor, as more specifically shown on plans entitled "Lot 4, 75 Kimberly Drive, South Windsor, Connecticut", Prepared by J. R. Russo & Associates, East Windsor, CT, Page NO.: 2 of 6, Dated: 06-09-05, Project No.: 2005-049,.and subject to the following conditions: 1. A general permit for the grease/oil interceptor must be obtained from the State of Connecticut Department of Environmental Protection. 2. Technical approval of the Town Engineering Department. 3. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. 4. The sewer connection charge for the 1.14 developed acres will be$3,543.12. This approval letter must be superimposed on the final approval plans. Very truly yours, " 4 J Joseph J.Carino, Chairman Water Pollution Control Authority JC:ead Cc: Michael J. Gantick, Director of Public Works Jeffrey Doolittle, Town Engineer I/Marcia Banach, Director of Planning Christopher Dougan, Chief Building Inspector Andre Charbonneau &Sons, Applicant VOL. 17 8 9 PAGE 247 4 a I, Patrick Kennedy, Chairman of the South Windsor Planning&Zoning Commission,hereby certify that on January 10, 2006, the Planning and Zoning Commission granted to Jacquelin Lavoy-Alaimo, a Special Exception to Article 6.1.3.9 of the Zoning Regulations to establish a gymnastics school on property located at 40 Sandra Drive, as shown on plans prepard by J.R. Russo &Associates, 1 Shoham Road, East Windsor, CT 06088, project number 2002-024 dated September 18, 2002. Assessor's Map and Parcel Number: Map # Parcel# More particularly bounded and described as follows: See attached A certain piece or parcel of land situated in the Town of South Windsor, County of Hartford and State of Connecticut known as Lot No. 7 on a map entitled: "SUBDIVISION PLAN RESUBDIVISION PROPERTY OF ANDRE CHARBONNEAU SOUTH WINDSOR, CONNECTICUT OWNER- DEVELOPER ANDRE L. CHARBONNEAU &ANDRE K. CHARBONNEAU 125 EDWIN ROAD SOUTH WINDSOR, CONNECTICUT PHONE 528-7551 PALMERG &RUSSO LAND SURVEYORS & PROFESSIONAL ENGINEERS 15 BARBER POND ROAD BLOOMFIELD, CONNECTICUT 242-2775 BY LM SCALE 1"=40' DATED 4-13-87 SHEET 3 OF 11 CHECKED WP NO. 86138" A�rd,],,r,�t P1 OWNER OF RECORD: tte L. Charbonneau Dated at South Windsor, Connecticut this day of vY i , 200_�_. In orda e with CGS Se 8-3d Patrick Kennedy, Chairman Planning&Zoning Commission Received for record this day ofiA— X_, at ) 1 .4o A.(h• South Windsor, Connecticut ATTEST: Doc ID: 000432450001 Type: L AN Book File#1404 page TOWN OF SOUTH WINDSOR STAFF SITE CHANGE .FOR SITE & SUBDIVISION • i ti GENERAL: t CHANGE ORDER CONTACT PERSON AdIVIR Cbul:*CkM*M Phone No TsSI " Address. 123 MwIn e"s $Dude ftmd"r, a W74 ; Site Name 75 Kflbetl4 ftIve P&Z No, pS. ly, Owner Ho1d#as IdrC` Phone No. Contractor Aedge gjgtj Signature of Owner '"' Date:: �' ► 'ZO ► '� Signature of Design Engr Date CHANGE: (Descri be .location and- nature of change. Include t` Four (4 ) .cop es of plan/profile.of Change. ). Bsloeate: 40"ress" " stolraze Y=ea apptoxI"te3i 78 f4ot t0 t ► th on. the 'vast aide of to wtt.lwild m' Mjuu st s deffilk Md- 1*jng a"aae I1 Reason for Change: (Why is change required) Heleaate �to teallitate ewe of a sap br r a jj APF�ROVALS. (As Required) T Dir. Of Planning C Date, 31 o+o Town Engineer f,-` 1 `' Date's !f � . Dir. of Public -Wo ks Date.: Other: Date= STAFF,:,COMMENTS r A 'f White - Town engineer Yellow - .Applicant Pink Director of Planning Goldenrod Engineering Department' CONCRETE FENGE DUPR VACY SLATS 46'-15" CPEP-S _ .__ S=0.5X 12"X10" RCD JbtW- ' STORMCEPTO/R MODEL 4501 & 45- ELBOW Y�T v Y��'�' � .Y TF=67.00 11.9 f ley `r y . FL=62.28 (IN) 10'S/DEL/NE Y fL=6 UT1 68 203.96' (SEE DET IQ/ 70 12 4'-15" CPEP-S �— oS=0.5X co x x TC= 5 CB#2 L TF-66.60 k FL- .60 (6" & 10") =62.55(12") =62.30 (15") i } 84'-6two SDR-36 3 S=2.57X TC- 0.5 _ -- C 0:0 �.. £ LL 3 , A PE call . IN. `•° c o ; 70-- -_ - 12' �c a 32 O.0 O Q � S p rties, LLC o o i cli � r 3FORMER - NC. PAD o Tc- .8 FL=67.80 .2 9'.. III=zoo r - � ;Y3 ...-77' y}� p OPP! ME MI„ d ? � �iF i�� ?�'g`�`s�"�#��.n :r3: �je5� � 'mil i` ■ �; ,ems� s� •�. 'QytS �� �3 XA. w � • •- �. -• - •••-. • •- 3j - __ ee ism I��► J� r,. 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L .fr ,,a,.' .i I >�....(.', 'n..r:',,r,+ t :4 r .,,•..\,:. � - t, r<; :.}air a 'Y t } I 1, ., t� 'D,5,, .. ,..�...I� ,.';i v ., tr. .. ..... •. ;�..>r� ..,. ... + .R:?.sa .r..f, ,,.,^r,.7,}tk!dxf„! �.r,fr�',Jv'%•��ii:�:'1,t�1;,"t s.i SOW N Sf4 s Tiov� 0 South V&U&Iot w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 June 27, 2006 Andre Charbonneau& Sons 125 Edwin Road South Windsor, CT 06074 Dear Mr. Charbonneau: Re: Expiring Letter of Credit Appl#05-41P, Charbonneau Lot 4 The Planning and Zoning Commission is holding the following Letter of Credit: PROJECTS BANK AMOUNT EXPIRATION Landscaping Savings Bank of Rockville $6,000 9/19/06 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds,we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/bmm �. 0 f O July 6, 2006 Town of South Windsor 1540 Sullivan Avenue ALT172006 South Windsor, CT 06074 SOUTH WH OR-P1ANNM DE.PT. Attention Michele Lipe Assistant Director of Planning Dear Michele R. Lipe: Please release the lien regarding the following, the work has been completed. Re: Expiring Letter of Credit Appl#05-41 P, Charbonneau Lot 4 Landscaping Savings Bank of Rockville $6,000.00 9/19/06 Expiration. Very truly yours, 'Andre Charbonneau Andre Charbonneau& Sons Andre Charbonneau & Sons General Contractor * Concrete • Paving • Commercial & Industrial Warehousing 125 Edwin Road, South Windsor, CT 06074 528-7551 FAX 291-8191 10 N Sf4 O a u x � w(d 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OSOR'CO TELEPHONE (860) 644-2511 July 31, 2006 Andre Charbonneau& Sons 125 Edwin Road South Windsor, CT 06074 Dear Mr. Charbonneau: Re: Appl 05-41P, Charbonneau Lot 4—Landscaping and IWA/CC bonds This is to advise you that the Planning and Zoning Commission voted on July 25, 2006 to release the Landscaping bond for the above-referenced project in the amount of$1,000. At the same meeting the commission voted to release the IWA/CC bond in the amount of$6,000. Advance arrangements should be made to pick up the bonds 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 )0/�/K/C 4 Patrick Kennedy, ChairmaP PK/bmm cc: Town Engineer