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HomeMy WebLinkAboutApp15-20P Shea &amp; Company Real Estate TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM Application Number: 15-00P RECEIVED Official Receipt Date: - j5 MAR ', 12015 t.' Munis ApplicationJ#: a®, CAD r SOUTH WI NDSOR PLANNING DEPT. APPLICANT: Shea &Company Real Estate, LLC G ( G '7 70 Q PROJECT NAME: Shea &Company Real Estate, LLC COMPLETE LOCATION OF PROPERTY: 49 Oakland Road OWNER OF RECORD ON LAND RECORDS: K&M Partners, LLC OWNER ADDRESS: 1750 Ellington Road South Windsor,CT 06074 GIS PIN # 65700049 ZONE RC NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Benjamin P.Wheeler, PLA Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 860-291-8755 bwheeler@dpinc.co ►'D C.0B 14 Cn!&� Estimated presentation time: 10 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) ❑✓ Site Plan of Development New ❑ Modification Building(s) Sq Ft 0 ❑ General Plan of Development ❑ Dept of Motor Vehicle License - State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision -Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing and Certificate of Mailing Required) for ❑ Temporary and Conditional Permit Renewal (Certificate of Mailing Required) for Detached In Law Apartment or ❑Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) 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 roperty Owner RECEIVED P.O.BOX 1167 Mri t/ 2015 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 �n SOUTH MNDSOR PLAWNG DEFT. PHONE:860.291.8755 FAX:8onalsi .8757 c.com vwvw.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode is/and • • • • • LETTER OF TRANSMITTAL To: Michele Lipe Date: 3/17/2015 DPI Project No. 3297 Director of Planning Re: Shea&Company Real Estate, LLC Town of South Windsor 49 Oakland Road South Windsor, CT • 06074 WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ❑ Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ® P&Z, I.W., &W.P.C.A.Applications COPIESDATE NO. DESCRIPTION 5 3/17/2015 1 Site Plans 2 3/17/2015 2 Storm Drainage Report 1 3/17/2015 3 P&Z Application 1 3/17/2015 4 W.P.C.AApplication 15 3/17/2015 5 Inland Wetlands Application 1 3/17/2015 6 Checks for$160 and$260 • These are transmitted as checked below: ® For Approval ❑ No exceptions taken ❑ Resubmit copies for approval • ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ Forbids due ❑ Prints returned after loan to us REMARKS: RECEIVED RECEIVED MAR a 2Q 15 • MAR 1 l 201 5 SOUTH Mf INDSOR PLANNING DEFT. s.out SIGNED: CC: Page of ar. htt e' f st • ' • 1• -b•. . • dg' 11 11 1 ' 3/18/2015 15 - 7 0, fP RECEIVED 1 MAR 17 2015 South Wintlsor U."WETI ANDS AGENCY CONSERVATION COMAMSSION SOH WINDS0�4 PtANt� DEPT. ' Storm Drainage Report Shea & Company Real Estate, LLC ' 49 Oakland Road South Windsor, Connecticut �0XI Illfllr. e ` � Prepared by: .l � ° :, Design Professionals, Inc. ;, " �+ ' 21 Jeffrey Drive, PO Box 1167 South Windsor, CT 06074 ' March 17, 2015 Is 1 1 Table of Contents Section Pa e 1 Introduction 1 Pre-Development Site Conditions 1 1 Post-Development Site Conditions 1 Analysis of Results 2 Conclusion 3 1 1 Appendices A Watershed Computations (Pre-Development Conditions) 1 B Watershed Computations (Post-Development Conditions) C Design Criteria D Drainage Area Maps 1 Existing Conditions (DA-1) Proposed Conditions (DA-2) E SC-740 Technical Data 1 1 i 1 1 1 1 1 1 1 1. Introduction Shea&Company Real Estate,LLC is proposing to develop a 0.928 acre parcel located at 49 Oakland Road in South Windsor, Connecticut. The proposed development will include the construction of a 5000 square foot parking lot with a stormtech drainage 1 system. Refer to the site plan drawings, entitled—"Shea& Company Real Estate, LLC, 49 Oakland Road, South Windsor, Connecticut, prepared by Design Professionals, Inc, dated March 17, 2015", as amended, for information regarding the proposed property development. 2. Pre-Development Site Conditions The surficial characteristics of the site can primarily be classified as grass and impervious surfaces. A vast majority of the site drains to a wetland area located to the east of the parcel. All other stormwater flows drain to the west abutting property or north to catchbasins located along Oakland Road. Refer to the Existing Conditions Drainage Area Map included in Appendix D for watershed delineations. I In order to establish a hydrologic comparison between re- and post- development conditions, an evaluation was performed to quantify the peak rate of stormwater discharge to each of the designated areas within and off the site. The Rational Method as Outlined in the 2000 Connecticut Department of Transportation Drainage Manual, was ' followed in predicting the peak rates of runoff and volumes. Hydraflow Hydrographs (version 2012) computer modeling software was used as application. Refer to Appendix C for design criteria implemented. The peak rate of stormwater runoff discharging to the wetland systems, and neighboring properties were determined for the 2-, 10-, 25-, and 100-year storm events. Refer to Appendix A for the pre-developed conditions watershed computations. 3. Post Development Site Conditions Shea& Company Real Estate, LLC is proposing to remove the existing paved driveway and replace it with a new driveway serving a 10 space parking lot. The right of way area that fronts the site to the north will be graded to reduce the peak flows to Oakland Road. Grading of the parking lot will direct all stormwater to a catchbasin located at the northeast corner of the lot. The catchbasin will be linked to a Stormtech infiltration system comprised of three SC-740 units. Technical data for the SC-740 units can be found in Appendix E. The units have been selected based on their ability to retain runoff volumes for up to a 100 year storm. If flows exceed the storage capacity of the system, an emergency overflow pipe is proposed to convey all overflow to the wetland area. A riprap swale is proposed as outlet protection to reduce the velocity of water,thus decreasing the energy available to cause erosion as the overflow drains to the wetland area. Due to proposed grading of the parking lot area,the total area that drained to the west abutting property under existing conditions was reduced. Therefore,there will be a reduction of peak flows to the west abutting property. Refer to the Proposed Drainage 1 Area Map located in Appendix D for proposed watershed delineations. All proposed drainage watershed analysis computations can be found in Appendix B. 4. Analysis of Results The proposed drainage system discussed above and existing conditions were modeled in Hydraflow Hydrographs (version 2012) computer modeling software to generate peak discharge rates for runoff leaving the site. Based on modeling from existing conditions, three discharge locations were identified as locations of interest for assessing effects to peak discharge flows. The following tables contain the data generated from the Hydraflow software. Peak discharge rates and total stormwater volumes were recorded as follows: TABLE 1 Peak Rate of Stormwater Discharge&Runoff Volume Runoff Rate Pre-developed Post-developed Net Change Watershed Storm Event Condition Condition Rate of Runoff Area (Year) (ft3/second) (ft3/second) (ft3/second) 2 0.05 0.04 -0.01 Discharge to 10 0.07 0.05 -0.02 Oakland Road 25 0.08 0.06 -0.02 i 100 0.09 0.07 -0.02 Discharge to 2 0.35 0.15 -0.20 West Abutting 10 0.46 0.19 -0.27 Property 25 0.51 0.22 -0.29 100 0.59 0.25 -0.34 2 0.45 0.45 0.00 Discharge to 10 0.60 0.59 -0.01 Wetland Area 25 0.68 0.66 -0.02 100 0.79 0.77 -0.02 2 2 droara h Return Period Re � kyqg l�1.Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 !yd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph . type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational ---- ------- 0.049 ------ 0.061 0.068 0.079 0.086 0.094 NORTH WEST DRAINAGE TO OAKL 2 Rational ------ ----- 0.346 ----- 0.414 0.452 0.505 0.550 0.588 EXISTING DRIVEWAY DRAINAGE T 3 Rational --- ------- 0.024 ------ 0.030 0.036 0.042 0.048 0.053 SOUTH WEST ROOF DRAINAGE T 4 Rational ----- ------ 0.171 ------ 0.216 0.255 0.300 0.339 0.379 SOUTH DRAINAGE TO WETLAND A 5 Rational ---- ------- 0.125 ------ 0.150 0.164 0.183 0.199 0.213 SOUTH EAST DRAINAGE TO WETL 6 Rational ---- ------ 0.327 --- 0.395 0.433 0.488 0.532 0.570 NORTH EAST DRAINAGE TO WETL 7 Rational ---- -- 0.028 - 0.033 0.036 0.040 0.044 0.047 NORTH EAST DRAINAGE TO OAKL 8 Combine 1,7 ------ 0.049 ------- 0.061 0.068 0.079 0.086 0.094 Flow To Oakland Road 9 Combine 2,3, ------ 0.348 ----- 0.417 0.455 0.509 0.555 0.593 Flow to West Abutting Property 10 Combine 4,5,6, ------ 0.452 -- 0.545 0.600 0.677 0.740 0.794 Flow to Wetland Area Proj. file: Existing Conditions-3297.gpw Tuesday, 03/ 17/2015 3 Summary Re ortkiydrograph Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph o. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 Rational 0.049 1 12 34 ----- ---- ---- NORTH WEST DRAINAGE TO OAKL 2 Rational 0.346 1 5 104 --- ----- ---- EXISTING DRIVEWAY DRAINAGE T 3 Rational 0.024 1 52 74 ----- ------ ----- SOUTH WEST ROOF DRAINAGE T 4 Rational 0.171 1 42 431 ----- ----- -- - SOUTH DRAINAGE TO WETLAND A 5 Rational 0.125 1 5 38 ---- --- --- SOUTH EAST DRAINAGE TO WETL 6 Rational 0.327 1 6 118 ------ --- -- NORTH EAST DRAINAGE TO WETL 7 Rational 0.028 1 5 8 ---- -- ---- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.049 1 12 40 1,7 ------ ------ Flow To Oakland Road 9 Combine 0.348 1 5 178 2,3, --- ---- Flow to West Abutting Property 10 Combine 0.452 1 6 587 4,5,6, -- -- Flow to Wetland Area Existing Conditions-3297.gpw Return Period: 2 Year Tuesday, 03/17/2015 Hydrograph Report 4 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.049 cfs ' Storm frequency = 2 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 34 cuft Drainage area = 0.030 ac Runoff coeff. = 0.5* ' Intensity = 3.250 in/hr Tc by TR55 = 11.59 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)_[(0.010 x 0.90)+(0.020 x 0.30)]/0.030 NORTH WEST DRAINAGE TO OAKLAND ROAD Q (cfs) Q (cfs) Hyd. No. 1 --2 Year I0.10 - - -- _ 0.10 - - 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 - _ 0.04 -- - 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time(min) TR55 Tc Worksheet 5 1 � Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 1 ' NORTH WEST DRAINAGE TO OAKLAND ROAD Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.011 0.011 ' Flow length (ft) = 33.1 23.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 0.40 2.00 0.00 ' Travel Time (min) = 11.21 + 0.38 + 0.00 = 11.59 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc.............................................................................. 11.59 min Hydrograph Report 6 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 2 EXISTING DRIVEWAY DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.346 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 104 cuft Drainage area = 0.130 ac Runoff coeff. = 0.58* Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.060 x 0.90)+(0.070 x 0.30)]/0.130 EXISTING DRIVEWAY DRAINAGE TO WEST Q (cfs) Hyd. No. 2--2 Year Q (cfs) 0.50 - - - 0.50 0,45 -_ - - 0.45 0.40 - - - - - 0.40 0.35 0.35 0.30 -- 0.30 0.25 0.25 - - ' 0.20 - 0.20 0.15 - - -- - - -- 0.15 0.10 0.10 - - 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 2 Time(min) Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03!17 12015 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.024 cfs Storm frequency = 2 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 74 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* ' Intensity = 1.324 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 SOUTH WEST ROOF DRAINAGE TO WEST Q (cfs) Q (cfs) Hyd. No. 3--2 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 - - - 0.06 0.05 - 0.05 .._..... .. ....... ' 0.04 - - - -- -- 0.04 0.03 0.03 0.02 - 0.02 0.01 0.01 0.00 - - - 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 3 Time(min) TR55 Tc Worksheet 8 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 3 SOUTH WEST ROOF DRAINAGE TO WEST Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 10.0 290.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 2.00 0.70 0.00 ' Travel Time (min) = 0.19 + 50.90 + 0.00 = 51.10 Shallow Concentrated Flow Flow length (ft) = 77.04 0.00 0.00 Watercourse slope (%) = 0.70 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity(ft/s) =1.35 0.00 0.00 ' Travel Time (min) = 0.95 + 0.00 + 0.00 = 0.95 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 52.00 min Hydrograph Report 9 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.171 cfs Storm frequency = 2 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 431 cult Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 1.528 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 SOUTH DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 4--2 Year ' 0.50 0.50 0.45 _ -_ 0.45 0.40 0.40 0.35 0.35 0.30 0.25 _ 0.25 ' 0.20 0.20 0.15 - __ - 0.15 0.10 0.10 0.05001 0.05 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 ' - Hyd No. 4 Time(min) TR55 Tc Worksheet 10 ' Hydraflow Hydrographs Extension for AutoCAD RU Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 Flow length (ft) = 14.8 285.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 1.50 1.50 0.00 ' Travel Time (min) = 0.29 + 37.03 + 0.00 = 37.33 ' Shallow Concentrated Flow Flow length (ft) = 520.48 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 ' Travel Time (min) = 4.39 + 0.00 + 0.00 = 4.39 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) Q0D0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc.............................................................................. 42.00 min Hydrograph Report 11 ' Hydraflow Hydrographs Extension for AutoCADS Civil 3D®2013 by Autodesk, Inc.A 0 Tuesday,03/17!2015 Hyd. No. 5 ' SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.125 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 38 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 SOUTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Hyd. No. 5--2 Year Q (cfs) ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 - 0.20 0.15 0.10 0.10 0.05 0.05 0.00 - - - 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 5 Time(min) Hydrograph Report 12 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.327 cfs ' Storm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 118 cuft Drainage area = 0.230 ac Runoff coeff. = 0.33* Intensity = 4.308 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)_[(0.220 x 0.30)+(0.010 x 0.90)]/0.230 NORTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 6 --2 Year ' 0.50 0.50 ' 0.45 0.45 0.40 0.40 0.35 0.35 0.30 - 0.30 ' 0.25 0.25 0.20 - - 0.20 0.15 -- - _ - 0.15 ... ... ....._....._- 0.10 0.10 0.05 ' 0.00 - 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' - Hyd No. 6 Time(min) TR55 Tc Worksheet 13 ' Hydraflow Hydrographs Extension for AutoCAD@ CIA 3D®2013 by Autodesk,Inc.00 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.240 0.011 ' Flow length (ft) = 33.5 28.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 4.00 46.00 0.00 ' Travel Time (min) = 4.51 + 1.47 + 0.00 = 5.98 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ISurface description = Paved Paved Paved Average velocity(ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc .............................................................................. 6.00 min Hydrograph Report 14 ' Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 7 NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.028 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 8 cuft Drainage area = 0.020 ac Runoff coeff. = 0.3 ' Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7--2 Year Q (cfs) 0.10 0,09 - - 0.09 0.08 - 0.08 0.07 0.07 0.06 0.06 - ' 0.05 0.05 ' 0.04 _ - 0.04 _ _ 0.03 0.02 _ - _ 0.02 0.01 - 0.01 r o.00 - 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 7 Time(min) II Hydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03 117/2015 Hyd. No. 9 Flow to West Abutting Property Hydrograph type = Combine Peak discharge = 0.348 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 178 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.170 ac 1 1 r Flow to West Abutting Property Q (cfs) Q (cfs) Hyd. No. 9--2 Year 0.50 0.50 0.45 0.45 0.40 0.35 0.35 0.30 0.30 0.25 0.25 r 0.20 _ - 0.20 1 0.10 0.10 0.05 - - 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 Time(min) Hyd No. 9 Hyd No. 2 Hyd No. 3 r Hydrograph Report 17 rHydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 ' Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.452 cfs rStorm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 587 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.650 ac i r r Flow to Wetland Area Q (cfs) Q (cfs) Hyd. No. 10--2 Year ' 0.50 0.50 0.45 - 0.45 0.40 - _ 0.40 0.35 0.35 1 Al 0.30 0.30 0.25 0.25 0.20 - - 0.20 0.15 0.15 r 0.10 - - 0.10 0.05 - _ 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 Time(min) Hyd No. 10 Hyd No. 4 Hyd No. 5 - Hyd No. 6 r Hydraflow Rainfall Report 18 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Return Intensity-Duration-Frequency Equation Coefficients(FHA) ' Period (Yrs) B D E (N/A) 1 1 0.0000 0.0000 0.0000 =_--- 2 30.1225 6.6000 0.7676 3 0.0000 0.0000 0.0000 -------- ' 5 52.3308 9.8000 0.8367 ---- 10 54.7383 10.8000 0.8016 -------- 25 101.9813 15.8000 0.8971 ------- 50 98.1551 15.7000 0.8577 ------ ' 100 106.5909 17.0000 0.8462 -------- File name:Connecticut IDF.idf Intensity=B/(Tc+ D)^E ' Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 ' 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp ' Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr ' SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1HYdrograph19 Summary/ Re ortHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 114yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.068 1 12 47 ------ ----- ------ NORTH WEST DRAINAGE TO OAKL 2 Rational 0.452 1 5 135 -- - --- ---- EXISTING DRIVEWAY DRAINAGE T 3 Rational 0.036 1 52 111 ------ ------ ---- SOUTH WEST ROOF DRAINAGE T 4 Rational 0.255 1 42 643 ---- ------ ------ SOUTH DRAINAGE TO WETLAND A 5 Rational 0.164 1 5 49 -- ---- ----- SOUTH EAST DRAINAGE TO WETL 6 Rational 0.433 1 6 156 --- ---- ----- NORTH EAST DRAINAGE TO WETL 7 Rational 0.036 1 5 11 ------ ----- --- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.068 1 12 56 1,7 ------ ------ Flow To Oakland Road 9 Combine 0.455 1 5 247 2,3, ------ ------ Flow to West Abutting Property 10 Combine 0.600 1 6 848 4,5,6, ---- — Flow to Wetland Area Existing Conditions-3297.gpw Return Period: 10 Year Tuesday, 03/ 17/2015 Hydrograph Report 20 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 ' NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.068 cfs ' Storm frequency = 10 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 47 cuft Drainage area = 0.030 ac Runoff coeff. = 0.5* ' Intensity = 4.530 in/hr Tc by TR55 = 11.59 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)_[(0.010 x 0.90)+(0.020 x 0.30)]/0.030 Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD Hyd. No. 1 -- 10 Year Q (cfs) - 0.10 0.08 - 0.08 0.07 0.07 0.06 0.06 ' 0.05 - -_ 0.05 0.04 0.04 0.03 __ __ 0.03 0.02 - - _ 0.02 - - 0.01 - _ 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 - Hyd No. 1 Time(min) TR55 Tc Worksheet 21 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 1 ' NORTH WEST DRAINAGE TO OAKLAND ROAD Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.011 0.011 ' Flow length (ft) = 33.1 23.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 0.40 2.00 0.00 ' Travel Time (min) = 11.21 + 0.38 + 0.00 = 11.59 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc.............................................................................. 11.59 min Hydrograph Report 22 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,03/17 12015 Hyd. No. 2 ' EXISTING DRIVEWAY DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.452 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 135 cuft Drainage area = 0.130 ac Runoff coeff. = 0.58* ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)_[(0.060 x 0.90)+(0.070 x 0.30)]/0.130 ' EXISTING DRIVEWAY DRAINAGE TO WEST Q (cfs) Hyd. No. 2-- 10 Year Q (cfs) ' 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 - - - - - - - 0.30 - ' 0.25 - 0.25 0.20 _ 0.20 0.15 - -- - - - _ - 0.15 0.10 0.10 0.05 0.05 ' 0.00 - - 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 2 Time(min) Hydrograph Report 23 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 3 SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.036 cfs ' Storm frequency = 10 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 111 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 1.982 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 SOUTH WEST ROOF DRAINAGE TO WEST Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) ' 0.10 0.10 0.09 -- - 0.09 - 0.08 0.08 - 0.07 0.07 0.06 - - - - 0.06 ' 0.05 - 0.05 0.03 - - - - - - - - - 0.03 0001- 0.02 -- -- - - - 0.02 0.01 - 0.01 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 3 Time(min) ' TR55 Tc Worksheet 24 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 10.0 290.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 2.00 0.70 0.00 ' Travel Time (min) = 0.19 + 50.90 + 0.00 = 51.10 ' Shallow Concentrated Flow Flow length (ft) = 77.04 0.00 0.00 Watercourse slope (%) = 0.70 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.35 0.00 0.00 ' Travel Time (min) = 0.95 + 0.00 + 0.00 = 0.95 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 ' 0.00 ' Flow length (ft) QOD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc.............................................................................. 52.00 min Hydrograph Report 25 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk, Inc.A 0 Tuesday,03/17!2015 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.255 cfs ' Storm frequency = 10 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 643 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 2.277 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 SOUTH DRAINAGE TO WETLAND AREA Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs) ' 0.50 _ 0.50 0.45 -- - -- - 0.45 0.40 0.40 0.35 0.35 0.30 - - 0.30 0.25 0.25 4e"000 or 0.20 - _ - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 ' 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 ' Hyd No. 4 Time(min) ' TR55 Tc Worksheet 26 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 14.8 285.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 1.50 1.50 0.00 ' Travel Time (min) = 0.29 + 37.03 + 0.00 = 37.33 ' Shallow Concentrated Flow Flow length (ft) = 520.48 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 ' Travel Time (min) = 4.39 + 0.00 + 0.00 = 4.39 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 42.00 min 1 Hydrograph Report 27 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 5 SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.164 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 49 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 SOUTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 5-- 10 Year 0.45 - - - _ --__ 0.45 0.40 - 0.40 0.35 0.35 0.30 _ 0.30 0.25 0.25 0.20 - _ - - 0.20 0.15 - -_ 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 5 Time(min) Hydrograph Report 28 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17!2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.433 cfs Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 156 cuft Drainage area = 0.230 ac Runoff coeff. = 0.33* ' Intensity = 5.702 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.220 x 0.30)+(0.010 x 0.90)]/0.230 Q (cfs) NORTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 6-- 10 Year Q MS) ' 0.50 0.50 - 0.45 0.45 0.40 0.40 - 0.35 0.35 - 0.30 - - 0.30 0.25 - - 0.25 0.20 - - - - - 0.20 0.10 0.10 0.05 0.05 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' Hyd No. 6 Time(min) TR55 Tc Worksheet 29 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 6 NORTH EAST DRAINAGE TO WETLAND AREA Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.240 0.011 Flow length (ft) = 33.5 28.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 4.00 46.00 0.00 ' Travel Time min (min) = 4.51 + 1.47 + 0.00 = 5.98 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 1 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 6.00 min Hydrograph Report 30 Hydraf low Hydrographs Extension for AutoCAD@ Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 7 NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.036 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 11 cuft Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7-- 10 Year Q (cfs) 0.10 0.10 0.09 0,09 . ...... ._.. ..... 0.08 - - - -. 0.08 0.07 - 0.07 0.06 -- 0.06 ' 0.05 0.05 0.04 _ - 0.04 0.03 - - - - - 0.03 0.02 - - - 0.02 0.01 0.01 - - 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 - Hyd No. 7 Time(min) Hydrograph Report 31 Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 8 ' Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.068 cfs Storm frequency = 10 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 56 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.050 ac Q (cfs) Flow To Oakland Road Hyd. No. 8-- 10 Year Q (cfs) - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.05 0.05 0.04 - 0.04 0.03 0.02 __ 0.02 00o 0.01 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 8 - Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 32 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17 J 2015 Hyd. No. 9 ' Flow to West Abutting Property Hydrograph type = Combine Peak discharge = 0.455 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 247 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.170 ac Q (cfs) Flow to West Abutting Property Hyd. No. 9-- 10 Year Q (cfs) 0.50 - 0.50 0.45 - - _ 0.45 0.40 - - _ - - 0.40 0.35 - -- 0.35 0.30 -- - _ 0.30 0.25 - - --- 0.25 0.20 -- 0.20 0.15 - _ - - -- -- - 0.15 0.10 -- - - - - - - - 0.10 0.05 - - _ - - - - 0.05 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 100 - Hyd No. 9 - Hyd No. 2 - Hyd No. 3 Time(min) Hydrograph Report 33 Hydraflow Hydrographs Extension for AutoCAD RO Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17 J 2015 Hyd. No. 10 1 Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.600 cfs Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 848 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.650 ac 1 1 Q (cfs) Flow to Wetland Area Hyd. No. 10-- 10 Year Q (cfs) 1.00 1.00 - 0.90 -- - -_ -- - - 0.90 0.80 - _ -- - 0.80 0.70 - - - _ 0.70 ' 0.60 0.60 0.50 0.50 - - _ 0.40 0.30 _ - - -- - - - -_ - - - 0.30 0.20 -- - - - - - -- - 0.20 0.10 - - 0.10 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 - Hyd No. 10 - Hyd No. 4 - Hyd No. 5 - Hyd No. 6 Time(min) Hydrograph Summary Report 34 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 Rational 0.079 1 12 55 -- ---- -- NORTH WEST DRAINAGE TO OAKL 2 Rational 0.505 1 5 152 ------ ------ ---- EXISTING DRIVEWAY DRAINAGE T 3 Rational 0.042 1 52 130 ------ ----- - SOUTH WEST ROOF DRAINAGE T 4 Rational 0.300 1 42 756 ------ ----- ----- SOUTH DRAINAGE TO WETLAND A 5 Rational 0.183 1 5 55 ---- ------ ----- SOUTH EAST DRAINAGE TO WETL 6 Rational 0.488 1 6 176 --- --- NORTH EAST DRAINAGE TO WETL 7 Rational 0.040 1 5 12 ---- --- ----- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.079 1 12 64 1,7 ----- ----- Flow To Oakland Road 9 Combine 0.509 1 5 282 2,3, ------ ----- Flow to West Abutting Property 10 Combine 0.677 1 6 986 4,5,6, --- -- Flow to Wetland Area Existing Conditions-3297.gpw Return Period: 25 Year Tuesday, 03/17/2015 Hydrograph Report 35 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 ' NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.079 cfs ' Storm frequency = 25 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 55 cuft Drainage area = 0.030 ac Runoff coeff. = 0.5* iIntensity = 5.234 in/hr Tc by TR55 = 11.59 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.020 x 0.30)]/0.030 Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD cfs Q Hyd. No. 1 --25 Year ( ) - - 0.10 0.09 - - 0.09 0.08 - - 0.08 ' 0.07 - 0.07 0.06 0.06 ' 0.05 _-_ 0.05 1 0.04 - - 0.04 - _ 0.03 0.02 - - _ 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 - Hyd No. 1 Time(min) Hydrograph Report 36 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 2 EXISTING DRIVEWAY DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.505 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 152 cuft Drainage area = 0.130 ac Runoff coeff. = 0.58* ' Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.060 x 0.90)+(0.070 x 0.30)]/0.130 EXISTING DRIVEWAY DRAINAGE TO WEST Q (cfs) Hyd. No. 2--25 Year Q (cfs) 1.00 _ 1.00 0.90 0.90 0.80 _ - 0.80 0.70 0.70 ' 0.60 - _ - - 0.60 ' 0.50 0.50 0.40 _ _ 0.30 0.20 0.20 0.10 0.10 ' 0.00 - - _ 0.00 0 1 2 3 4 5 6 7 8 9 10 1 Hyd No. 2 Time(min) Hydrograph Report 37 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.042 cfs ' Storm frequency = 25 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 130 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* ' Intensity = 2.321 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 SOUTH WEST ROOF DRAINAGE TO WEST Q (cfs) Q (cfs) Hyd. No. 3--25 Year ' 0.10 0.10 ' 0.09 - - 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 - -- - 0.05 ' 0.04 - 0.04 -- - 0.03 - 0.03 0.02 0.02 - e0000, - - - - 0.01 0.01 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' - Hyd No. 3 Time(min) Hydrograph Report 38 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.300 cfs ' Storm frequency = 25 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 756 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 2.678 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 111 ' Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30))/0.350 SOUTH DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 4--25 Year 0.50 _ - - - 0.50 ' 0.45 -- 0.45 0.40 -_ -- - -__ - 0.40 0.35 _ - - _ 0.35 .... ....... . ... ......... .. 0.30 0.30 ' 0.25 0.25 ' 0.20 - - - - - 0.20 0.15 -- - - - 0.15 0.10 0.05 - 0.05 0.00 0 10 20 30 40 50 60 70 80 90 ' Hyd No. 4 Time(min) - Hydrograph Report 39 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 5 SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.183 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 55 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 SOUTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 5--25 Year ' 0.50 0.50 0.45 _ _ - - -- -_ 0.45 0.40 __ 0.40 0.35 0.35 0.30 - -- 0.30 ' 0.25 - 0.25 0.20 - - 0.20 0.15 0.15 - 0.10 - - - 0.10 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 5 Time(min) Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03!17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.488 cfs ' Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 176 cuft Drainage area = 0.230 ac Runoff coeff. = 0.33* ' Intensity = 6.423 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.220 x 0.30)+(0.010 x 0.90)]/0.230 ' NORTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Hyd. No. 6--25 Year Q (cfs) 0.50 0.50 0.45 - _ 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 - 0.25 0.20 - 0.20 0.15 - 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' - Hyd No. 6 Time(min) Hydrograph Report 41 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.040 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 12 cuft Drainage area = 0.020 ac Runoff coeff. = 0.3 ' Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Q (cfs) Q (cfs) Hyd. No. 7--25 Year ' 0.10 _ - -- - - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 -- 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 - 0.01 - 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' - Hyd No. 7 Time(min) Hydrograph Report 42 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 8 Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.079 cfs ' Storm frequency = 25 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 64 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.050 ac Flow To Oakland Road Q (cfs) Hyd. No. 8--25 Year Q (cfs) ' 0.09 - 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 All 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 - - - - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time(min) Hyd No. 8 Hyd No. 1 - Hyd No. 7 ' Hydrograph Report 43 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 9 ' Flow to West Abutting Property Hydrograph type = Combine Peak discharge = 0.509 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 282 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.170 ac Flow to West Abutting Property Q (cfs) Q (cfs) Hyd. No. 9--25 Year 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 _ - 0.50 0.40 - - 0.40 . ......_._.... . 0.30 - _ 0.30 0.20 0.20 0.10 - - 0.10 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 100 ' Time(min) Hyd No. 9 Hyd No. 2 Hyd No. 3 Hydrograph Report 44 Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 ' Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.677 cfs ' Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 986 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.650 ac ' Flow to Wetland Area Q (cfs) Q (cfs) Hyd. No. 10--25 Year 1.00 0.90 0.80 - - - - - -- 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 0.40 _ ' _ 0.40 0.300.30 0.20 _ _ - 0.20 - - 0.10 1A 0.10 0.00 0.00 0 10 20 30 40 50 60 70 80 90 Time(min) Hyd No. 10 Hyd No. 4 Hyd No. 5 Hyd No. 6 1Hydrograph Summary Report 45 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 Rational 0.094 1 12 65 — - ----- ------ NORTH WEST DRAINAGE TO OAKL 2 Rational 0.588 1 5 176 ----- ---- --- EXISTING DRIVEWAY DRAINAGE T 3 Rational 0.053 1 52 166 ----- - -- ------ SOUTH WEST ROOF DRAINAGE T 4 Rational 0.379 1 42 955 ----- ------ ------ SOUTH DRAINAGE TO WETLAND A 5 Rational 0.213 1 5 64 ----- --- ----- SOUTH EAST DRAINAGE TO WETL 6 Rational 0.570 1 6 205 ------ ------ ----- NORTH EAST DRAINAGE TO WETL 7 Rational 0.047 1 5 14 ----- ----- -- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.094 1 12 76 1,7 ------ ------ Flow To Oakland Road 9 Combine 0.593 1 5 343 2,3, ----- ----- Flow to West Abutting Property 10 Combine 0.794 1 6 1,224 4,5,6, ----- ----- Flow to Wetland Area ' Existing Conditions-3297.gpw Return Period: 100 Year Tuesday, 03/17/2015 Hydrograph Report 46 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.094 cfs Storm frequency = 100 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 65 cuft Drainage area = 0.030 ac Runoff coeff. = 0.5* Intensity = 6.244 in/hr Tc by TR55 = 11.59 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.020 x 0.30)]/0.030 Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD Hyd. No. 1 -- 100 Year Q (cfs) 0.10 -_- 0.10 0.09 -- - - - 0.09 0.08 - - - - 0.08 0.07 0.07 0.06 ' 0.05 - -- _ 0.05 0.04 0.04 0.03 1 0.03 - 0.02 -_ _- - -- - -- - 0.02 - 0.01 - - -_ - - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 - Hyd No. 1 Time(min) Hydrograph Report 47 Hydraflow Hydrographs Extension for AutoCADD Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 2 EXISTING DRIVEWAY DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.588 cfs ' Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 176 cult Drainage area = 0.130 ac Runoff coeff. = 0.58* Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.060 x 0.90)+(0.070 x 0.30)]10.130 Q (cfs) EXISTING DRIVEWAY DRAINAGE TO WEST Hyd. No. 2 -- 100 Year Q (cfs) 1.00 1.00 0.80 --- -- - - - - - - 0.80 0.70 0.60 - - 0.60 - - - 0.50 - - - 0.50 0.40 _ - - 0.40 0.30 _ - - -- - 0.30 0.20 - - - - - - 0.20 0.10 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 2 Time(min) -- i Hydrograph Report 48 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03!17/2015 Hyd. No. 3 SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.053 cfs Storm frequency = 100 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 166 cult Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 2.963 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 Q (cfs) SOUTH WEST ROOF DRAINAGE TO WEST Hyd. No. 3-- 100 Year Q (cfs) -__ 0.10 - 0.09 0*09 0.08 - - 0.08 0.07 0.07 0.06 - - - - 0.06 ' 0.05 - - - -_ - 0.05 ' 0.04 - - - -- - - 0.04 -- - - - 0.03 0.02 - - 0.02 0.01 - - 0.01 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 - Hyd No. 3 Time(min) Hydrograph Report 49 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03 117/2015 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.379 cfs Storm frequency = 100 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 955 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* tIntensity = 3.382 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 SOUTH DRAINAGE TO WETLAND AREA Q (cfs) Q (cfs) Hyd. No. 4-- 100 Year 1 0.50 _ 0.50 0.45 0.45 0.40 _ 0.40 II 0.35 0.35 0.30 - 0.30 1 0.25 _ 0.25 0.20 - 0.20 0.15 _ - - 0.15 0.10 OF - 0.10 0.05 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 - Hyd No. 4 Time(min) 1 Hydrograph Report 50 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 5 ' SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.213 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 64 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 1 Q (cfs) SOUTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 5-- 100 Year Q (cfs) 1 0.50 - 0.50 0.45 - -- - -- - __ - 1 - - 0.45 0.40 __ 0.40 0.35 - _ 0.35 0.30 - 0.30 0.25 - -- 0.25 0.20 - -- - -- - - 0.20 - - 0.15 - - - -_ -- 0.15 0.10 - 0.10 0.05 - -_ 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 1 Hyd No. 5 Time(min) - Hydrograph Report 51 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03!17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.570 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 205 cuft Drainage area = 0.230 ac Runoff coeff. = 0.33* Intensity = 7.506 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)_[(0.220 x 0.30)+(0.010 x 0.90)]/0.230 ' Q (cfs) NORTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 6-- 100 Year Q (cfs) 1 1.00 1.00 0.90 0.90 0.80 _ __ 0.80 0.70 - 0.70 0.60 ' 0.50 OOF 0.50 ' 0.40 - 0.40 0.30 0.30 0.20 - 0.20 1 0.10 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' Hyd No. 6 Time(min) - Hydrograph Report 52 ' Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk,Inc.A 0 Tuesday,03/17/2015 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.047 cfs ' Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 14 cuft Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 1 Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7-- 100 Year Q (cfs) - 0.10 0.09 0.09 0.08 _ - - 0.08 1 0.07 _ 0.07 -_ - 0.06 0.05 - 0.05 ' 0.04 _ - - 0.04 - - 0.03 0.02 - - - - 0.02 0.01 0.01 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 1 Hyd No. 7 Time(min) Hydrograph Report 53 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 8 ' Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.094 cfs Storm frequency = 100 yrs Time to peak = 12 min Time interval = 1 min Hyd. volume = 76 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.050 ac Flow To Oakland Road Q (cfs) Hyd. No. 8-- 100 Year Q (cfs) 0.10 ' 0 - 0.09 .09 0.08 -- - _- 0.08 0.07 0.07 0.06 ' 0.05 0.05 0.04 - _ - _- 0.04 0.03 - - 0.03 0.02 __ - - - 0.02 0.01 0.01 - 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 8 Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 54 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Tuesday,0311712015 Hyd. No. 9 Flow to West Abutting Property Hydrograph type = Combine Peak discharge = 0.593 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 343 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.170 ac Q (cfs) Flow to West Abutting Property Hyd. No. 9-- 100 Year Q (cfs) 1.00 1.00 0.90 0,90 - - - - - - - 0.80 0.70 0.70 - 0.60 0.60 0.50 - -- - - - - 0.50 ' 0.40 - - - 0.40 0.30 0.30 - 0.20 0.10 -- - - - 0.10 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 ' Hyd No. 9 Hyd No. 2 - Hyd No. 3 Time(min) Hydrograph Report 55 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17 12015 Hyd. No. 10 ' Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.794 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 1,224 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.650 ac Q (cfs) Flow to Wetland Area Hyd. No. 10-- 100 Year Q (cfs) - - 0.90 0,90 0.80 -- - - - _ _ 0.80 0.70 - A _ 0.70 0.60 _ 0.60 ' 0.50 _ 0.50 ' 0.40 0.40 0.30 0.30 : I/\ _ - 0.20 0.10 0.10 0.00 0.00 0 10 20 30 40 50 60 70 80 90 Time(min) - Hyd No. 10 Hyd No. 4 Hyd No. 5 Hyd No. 6 APPENDIX B Watershed Computations ' (Post-Development Conditions) lWatershed Model Schematic 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk, Inc.v10 ' 1 7 4 5 6 2 3 9 1 11 0 8 ' 12 ' Project: \\DPROSBS2K11\G-Drive\jobs\3297\Storm Drainage\Hydraflow\Proposed Con itioS F4b4v17/2015 lHydrograph Return Period Re 2 Hydi4�low Hydrographs Extension for AutoCAD@)Civil 3D®2013 by Autodesk, Inc.v10 'Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational ----- ----- 0.037 ------- 0.044 0.048 0.054 0.058 0.062 NORTH WEST DRAINAGE TO OAKL 2 Rational - ---- 0.483 Y-- 0.578 0.631 0.705 0.768 0.821 PROPOSED PARKING DRAINAGET 3 Rational 0.024 --- 0.030 0.036 0.042 0.048 0.053 SOUTH WEST ROOF DRAINAGE T ' 4 Rational _ =--= 0.171 ------- _ 0.216 0.255 0.300 0.339 0.379 SOUTH DRAINAGE TO WETLAND A 5 Rational 0.125 0.150 0.164 0.183 0.199 0.213 SOUTH EAST DRAINAGE TO WETL 6 Rational ----- ----- 0.303 - 0.362 0.395 0.442 0.482 0.514 NORTH EAST DRAINAGE TO WETL 7 Rational ---- -- 0.009 ---- 0.011 0.013 0.015 0.017 0.018 NORTH EAST DRAINAGE TO OAKL 8 Combine 1,7 ------ 0.040 ------- 0.048 0.053 0.059 0.065 0.069 Flow To Oakland Road ' 9 Rational -_-_ --___ 0.142 ----- 0.172 0.188 0.212 0.231 0.248 WEST OF PROPOSED PARKING A 10 Combine 3,9 -- 0.145 -- 0.175 0.192 0.217 0.237 0.254 DRAINAGE TO WEST ABUTTING P 11 Reservoir 2 ------ 0.000 ---- 0.000 0.000 0.000 0.000 0.000 Storm Tech Overflow 12 Combine 4,5,6, ------ 0.449 ------- 0.538 0.589 0.661 0.721 0.772 Flow to Wetland Area 11 Proj. file: \\DPROSBS21<11\G-Drive\jobs\3297\Storm Drainage\Hydraflow\Prop sT dayUtg2ibl732QD.Ipw 1HYdrograph Summary Report 3 + p Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 'Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 ------ Rational 0.037 1 5 11 ------ ----- NORTH WEST DRAINAGE TO OAKL ' 2 Rational 0.483 1 5 145 ------ ---- ---- PROPOSED PARKING DRAINAGET 3 Rational 0.024 1 52 74 ----- ----- ----- SOUTH WEST ROOF DRAINAGE T ' 4 Rational 0.171 1 42 431 -- __---- -A=- SOUTH DRAINAGE TO WETLAND A 5 Rational 0.125 1 5 38 SOUTH EAST DRAINAGE TO WETL 6 Rational 0.303 1 5 91 ------ ------ ---- NORTH EAST DRAINAGE TO WETL ' 7 Rational 0.009 1 13 7 ---- ---- ----- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.040 1 5 18 1,7 ------ ------ Flow To Oakland Road ' 9 Rational 0.142 1 6 51 ------ ------ ------ WEST OF PROPOSED PARKING A 10 Combine 0.145 1 6 126 3,9 ---- --- DRAINAGE TO WEST ABUTTING P ' 11 Reservoir 0.000 1 n/a 0 2 102.74 145 Storm Tech Overflow 12 Combine 0.449 1 5 560 4,5,6, ------ ------ Flow to Wetland Area 11 J\0PROSIBS2K1 1\G-Drive\jobs\3297\Storm r@li1, a alf1d&@Imposed Con RFC13sda9 3g'pV/2015 Hydrograph Report 4 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17!2015 Hyd. No. 1 ' NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.037 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 11 cuft Drainage area = 0.010 ac Runoff coeff. = 0.8* ' Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Areatc)_[(0.010 x 0.90)]/0.010 ' Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD Hyd. No. 1 --2 Year Q (cfs) 0.10 0.09 - - - _ - - - 0.09 0.08 - 0.08 0.07 -- 0.07 0.06 ' 0.05 - 0.05 ' 0.04 - - _- 0.04 0.03 - - - - - - 0.03 0.02 - - 0.02 0.01 0.01 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' T - Hyd No. 1 Time(min) Hydrograph Report 5 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.00 Tuesday,03 117/2015 Hyd. No. 2 ' PROPOSED PARKING DRAINAGETO STORM TECH. Hydrograph type = Rational Peak discharge = 0.483 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 145 cuft Drainage area = 0.130 ac Runoff coeff. = 0.81* ' Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.110 x 0.90)+(0.020 x 0.30)]/0.130 ' Q (cfs) PROPOSED PARKING DRAINAGETO STORM TECH. Hyd. No. 2--2 Year Q (cfs) 0.50 0.45 0.45 0.40 - - - -_ 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 0.20 _ - 0.20 0.15 - - - - __ - - 0.15 0.10 0.05 - -_ 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 2 Time(min) Hydrograph Report 6 ' Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk,Inc.A 0 Tuesday,03/17/2015 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.024 cfs ' Storm frequency = 2 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 74 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 1.324 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 SOUTH WEST ROOF DRAINAGE TO WEST Q (cfs) Q (cfs) Hyd. No. 3--2 Year ' 0.09 - - 0.09 0.08 - 0.08 0.07 0.07 0.06 - 0.06 - - 0.05 - 0.05 ' 0.04 0.04 0.03 - __ 0.03 0.02 0.02 0.01 - 0.01 L 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 3 Time(min) TR55 Tc Worksheet 7 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.A Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 10.0 290.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 2.00 0.70 0.00 Travel Time (min) = 0.19 + 50.90 + 0.00 = 51.10 ' Shallow Concentrated Flow Flow length (ft) = 77.04 0.00 0.00 Watercourse slope (%) = 0.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.35 0.00 0.00 ' Travel Time (min) = 0.95 + 0.00 + 0.00 = 0.95 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) Q0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc.............................................................................. 52.00 min Hydrograph Report 8 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Tuesday,03/17/2015 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.171 cfs ' Storm frequency = 2 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 431 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 1.528 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 Q (cfs) SOUTH DRAINAGE TO WETLAND AREA Hyd. No. 4--2 Year Q (cf s) 0.50 0,45 _ _ 0.45 0.40 - - - 0.40 0.35 0.35 0.30 - - - 0.30 .. ___. _ ..... ' 0.25 0.25 ' 0.20 - _ - 0.20 0.15 _ - - - 0.15 0.10 - - 0.10 - 0.05 0.05 ' 0.00 oe�< 1 0.00 0 10 20 30 40 50 60 70 80 90 - Hyd No. 4 Time(min) TR55 Tc Worksheet 9 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 14.8 285.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 1.50 1.50 0.00 Travel Time (min) = 0.29 + 37.03 + 0.00 37.33 ' Shallow Concentrated Flow Flow length (ft) = 520.48 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 ' Travel Time (min) = 4.39 + 0.00 + 0.00 = 4.39 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 42.00 min Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCADU Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03 117/2015 Hyd. No. 5 ' SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.125 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 38 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 Q (cfs) SOUTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 5--2 Year Q (cfs) 0.50 0.45 - - - -_- - - _ - - - 0.45 0.40 - - - _ 0.40 0.35 - - - 0.35 - 0.30 -- - - - - 0.30 0.25 0.25 0.20 - - 0.20 0.15 _ - - - _ - - - - 0.15 0.10 - -- --- _ - _ 0.10 0.05 - - 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 5 Time(min) Hydrograph Report 11 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.303 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 91 cuft Drainage area = 0.200 ac Runoff coeff. = 0.33* ' Intensity = 4.590 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.190 x 0.30)+(0.010 x 0.90)]/0.200 ' Q (cfs) NORTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 6--2 Year Q (cfs) 0.50 0.50 0.45 - -- 0.45 0.40 0.35 0.35 0.30 0.25 _ 0.25 0.20 _ - 0.20 0.15 - - -- - 0.15 -- 0.10 _ 0.10 0.05 - _ 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 6 Time(min) Hydrograph Report 12 ' Hydraflow Hydrographs Extension for AutoCADC)Civil 3130 2013 by Autodesk, Inc.A 0 Tuesday,03!17/2015 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.009 cfs ' Storm frequency = 2 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 7 cuft Drainage area = 0.010 ac Runoff coeff. = 0.3 Intensity = 3.069 in/hr Tc by TR55 = 13.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7--2 Year Q (cfs) 0.10 0.09 0.09 0.08 - - __ - - - 0.08 0.07 - - 0.07 0.06 - 0.06 - 0.05 0.05 ' 0.04 - - - - - - - 0.04 0.03 - - - - - - 0.03 0.02 _ 0.02 ' 0.01 - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Hyd No. 7 Time(min) ' TR55 Tc Worksheet 13 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.011 0.011 ' Flow length (ft) = 71.7 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.40 0.00 0.00 Travel Time (min) = 12.61 + 0.00 + 0.00 = 12.61 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 13.00 min Hydrograph Report 14 ' Hydraflow Hydrographs Extension for AutoCAD@ Civil 3138 2013 by Autodesk, Inc.v10 Tuesday,03/17 12015 Hyd. No. 8 ' Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.040 cfs ' Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 18 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.020 ac ' Flow To Oakland Road Q (cfs) Q (cfs) Hyd. No. 8--2 Year - 0.10 0.09 ___ _ 0.09 0.08 _ 0.08 0.07 0.06 0.06 ' 0.05 0.05 0.04 0.04 0.03 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' - Hyd No. 8 Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 15 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 9 ' WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hydrograph type = Rational Peak discharge = 0.142 cfs ' Storm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 51 cuft Drainage area = 0.050 ac Runoff coeff. = 0.66* ' Intensity = 4.308 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.030 x 0.90)+(0.020 x 0.30)]10.050 Q (cfs) WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hyd. No. 9--2 Year Q (cfs) - 0.50 0.45 - ' - - -_ - 0.45 0.40 0.40 0.35 _ 0.35 0.30 _ - - - - 0.30 ' 0.25 - -. 0.25 - ' 0.20 - - - - - 0.20 - - - - 0.15 0.10 - - - - 0.10 0.05 - _ - - - 0.05 0.00 - - 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' - Hyd No. 9 Time(min) TR55 Tc Worksheet 16 ' Hydraf low Hydrographs Extension for AutoCAD RU Civil 3D®2013 by Autodesk,Inc.00 Hyd. No. 9 ' WEST OF PROPOSED PARKING AREA DRAINAGE WEST Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.011 0.240 ' Flow length (ft) = 9.0 26.3 17.3 Two-year 24-hr precip. (in) = 3.20 3.20 3.20 Land slope (%) = 0.40 2.00 9.00 ' Travel Time (min) = 3.96 + 0.42 + 1.92 = 6.30 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity(ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) PD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 6.00 min Hydrograph Report 17 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 ' DRAINAGE TO WEST ABUTTING PROPERTY Hydrograph type = Combine Peak discharge = 0.145 cfs ' Storm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 126 cuft Inflow hyds. = 3, 9 Contrib. drain. area = 0.090 ac I ' Q (cfs) DRAINAGE TO WEST ABUTTING PROPERTY Hyd. No. 10--2 Year Q (cfs) ' 0.50 -- _ 0.50 ..._._._... 0.45 0.45 0.40 - - -- - - - 0.40 0.35 0.30 ' 0.25 - - - - - - 0.25 0.20 - - 0.20 0.15 0.15 - 0.10 - - - - - 0.10 0.05 _. - - - 0.05 L 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 - Hyd No. 10 Hyd No. 3 - Hyd No. 9 Time(min) Hydrograph Report 18 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 11 ' Storm Tech Overflow Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 2 yrs Time to peak = nla Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - PROPOSED PARKING DPAIftAl3reSfi&TORM TERU02.74 ft ' Reservoir name = SC-740 Max. Storage = 145 cuft Storage Indication method used. Storm Tech Overflow Q (cfs) Hyd. No. 11 --2 Year Q (cfs) 0.50 0,45 - - ' - - - �- 0.45 0.40 - 0.40 0.35 -- - 0.35 0.30 - - -- - - - 0.30 0.25 � -- 0.25 - 0.20 - -_ - - 0.20 0.15 0.15 f 0.10 - ( 0.10 0.05 0.05 0.00 I - - 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Time(min)- Hyd No. 11 Hyd No. 2 � Total storage used= 145 cuft Pond Report 19 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 ' Pond No. 1 - SC-740 Pond Data UG Chambers-Invert elev.=101.50 ft , Rise x Span=2.50 x 3.83 ft , Barrel Len=7.12 ft, No.Barrels=3, Slope=0.00%, Headers=No ' Encasement-Invert elev.=101.00 ft , Width=5.82 ft, Height=4.00 ft, Voids=40.00% Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult) 0.00 101.00 n/a 0 0 0.40 101.40 n/a 20 20 0.80 101.80 n/a 35 54 1.20 102.20 n/a 39 94 ' 1.60 102.60 n/a 38 132 2.00 103.00 n/a 37 168 2.40 103.40 n/a 34 203 2.80 103.80 n/a 30 233 ' 3.20 104.20 n/a 22 256 3.60 104.60 n/a 20 275 4.00 105.00 n/a 20 295 1 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 6.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 6.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 104.50 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 10.15 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 4.90 0.00 0.00 n/a N-Value = .013 .013 .013 n/a 1 Orifice Coeff. = 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 5.00 _ 106.00 4.00 105.00 3.00 104.00 2.00 103.00 1.00 102.00 0.00 101.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 ' Total Q Discharge(cfs) Hydrograph Report 20 Hydraflow Hydrographs Extension for AutoCADO Civil 31302013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 12 ' Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.449 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 560 cuft Inflow hyds. = 4, 5, 6, 11 Contrib. drain. area = 0.620 ac Flow to Wetland Area Q (cfs) Hyd. No. 12--2 Year Q (cfs) 0.45 - - - - - - - _ - - 0.45 0.40 - _ -_ 0.40 0.35 0.35 0.30 0.30 1A1 0.25 - 0.25 ' 0.20 0.15 0.15 0.10 - 0.10 e000 0.05EA 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 Time(min) Hyd No. 12 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hyd No. 11 Hydraflow Rainfall Report 21 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 - -- ' 2 30.1225 6.6000 0.7676 -------- 3 0.0000 0.0000 0.0000 ------- ' 5 52.3308 9.8000 0.8367 ---- 10 54.7383 10.8000 0.8016 - -- 25 101.9813 15.8000 0.8971 -------- 50 98.1551 15.7000 0.8577 ------- ' 100 106.5909 17.0000 0.8462 ----- File name:Connecticut IDF.idf Intensity= B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 ' 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1HYdrograph Summary/ Report 22 + Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.048 1 5 14 —-- ---- -- NORTH WEST DRAINAGE TO OAKL 2 Rational 0.631 1 5 189 ----- ----- ----- PROPOSED PARKING DRAINAGET 3 Rational 0.036 1 52 111 ---- ---- ------ SOUTH WEST ROOF DRAINAGE T 4 Rational 0.255 1 42 643 ------ - -- ------ SOUTH DRAINAGE TO WETLAND A 5 Rational 0.164 1 5 49 -- ---- ------ SOUTH EAST DRAINAGE TO WETL 6 Rational 0.395 1 5 119 ---- -- --- NORTH EAST DRAINAGE TO WETL 7 Rational 0.013 1 13 10 --- ---- ---- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.053 1 5 24 1,7 ----- ---- Flow To Oakland Road 9 Rational 0.188 1 6 68 ----- ----- ---- WEST OF PROPOSED PARKING A 10 Combine 0.192 1 6 179 3,9 -- --- DRAINAGE TO WEST ABUTTING P 11 Reservoir 0.000 1 n/a 0 2 103.24 189 Storm Tech Overflow 12 Combine 0.589 1 5 810 4,5,6, ---- ------ Flow to Wetland Area 11 \\DPROSBS2K11\G-Drive\jobs\3297\Storm rlRirt eF*dafldO\PeWosed Con iTCW-d*903g'W 12015 Hydrograph Report 23 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.048 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 14 cuft Drainage area = 0.010 ac Runoff coeff. = 0.8* ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)]/0.010 ' Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD Hyd. No. 1 -- 10 Year Q (cfs) 0.10 0.09 ' - - 0.09 0.08 - -_ 0.08 0.07 - - - 0.07 0.06 0.06 - 0.05 0.05 ' 0.04 - - - - 0.04 0.03 - - -- 0.03 0.02 - - - 0.02 0.01 0.01 - 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 1 Time(min) Hydrograph Report 24 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Tuesday,03!17!2015 Hyd. No. 2 ' PROPOSED PARKING DRAINAGETO STORM TECH. Hydrograph type = Rational Peak discharge = 0.631 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 189 cuft Drainage area = 0.130 ac Runoff coeff. = 0.81 ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.110 x 0.90)+(0.020 x 0.30)]/0.130 PROPOSED PARKING DRAINAGETO STORM TECH. Q (cfs) Q (cfs) Hyd. No. 2-- 10 Year - - - 1.00 0.90 - - - - 0.90 0.80 0.80 0.70 0.70 - 0.60 0.50 - - - - - 0.50 0.40 - - - OF 0.40 ....._.......... ....-..__._ - - - 0.30 0.20 -__ _ - - - -- ---- - - -- __ 0.20 0.10 - - _ - 0.10 0.00 - 0.00 0 1 2 3 4 5 6 7 8 9 10 ' - Hyd No. 2 Time(min) Hydrograph Report 25 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.036 cfs Storm frequency = 10 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 111 cult Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 1.982 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 ' Q (cfs) SOUTH WEST ROOF DRAINAGE TO WEST Hyd. No. 3-- 10 Year0.10 Q (cfs) 0.10 0.09 - _ 0.09 0.08 - _ - 0.08 0.07 0.07 0.06 0.06 0.05 - - 0.05 ...._...... .. 0.04 - - - _ 0.04 0.03 -- - - 0.03 0.02 - - - _ _ __ -- _- -_ — 0.02 ' 0.01 _ _ _ 0.01 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 3 Time(min) - TR55 Tc Worksheet 26 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 3 SOUTH WEST ROOF DRAINAGE TO WEST Descril2tion A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 10.0 290.0 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 2.00 0.70 0.00 ' Travel Time (min) = 0.19 + 50.90 + 0.0 =0 51.10 ' Shallow Concentrated Flow Flow length (ft) = 77.04 0.00 0.00 Watercourse slope (%) = 0.70 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.35 0.00 0.00 ' Travel Time (min) = 0.95 + 0.00 + 0.00 = 0.95 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 Flow length (ft) QOD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 52.00 min Hydrograph Report 27 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.255 cfs ' Storm frequency = 10 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 643 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 2.277 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 ' Q (cfs) SOUTH DRAINAGE TO WETLAND AREA Hyd. No. 4-- 10 Year Q (cfs) 0.50 0.50 0.45 - _ -_ - ' - _ - 0.45 0.40 -- - 0.40 0.35 - - _ 0.35 0.30 0.30 ' 0.25 0.25 0.20 - - 0.20 0.15 __ -- 0.15 0.10 - 0.10 0.05 - 0.05 ' 0.00 0.00 0 10 20 30 40 50 60 70 80 90 - Hyd No. 4 Time(min) TR55 Tc Worksheet 28 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Description A B C Totals ' Sheet Flow Manning's n-value = 0.011 0.240 0.011 ' Flow length (ft) = 14.8 285.2 0.0 Two-year 24-hr precip. (in) = 3.20 3.20 0.00 Land slope (%) = 1.50 1.50 0.00 ' Travel Time (min) = 0.29 + 37.03 + 0. _00 37.33 ' Shallow Concentrated Flow Flow length (ft) = 520.48 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 ' Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 ' Travel Time (min) = 4.39 + 0.00 + 0.00 = 4.39 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) PD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 42.00 min 1 Hydrograph Report 29 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 5 ' SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.164 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 49 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]10.070 ' Q (cfs) SOUTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 5-- 10 Year Q (cfs) - 0.50 0.45 - _ - - _ _ - ' _ - - - 0.45 0.40 -_ __ 0.40 0.35 - 0.35 0.30 - - - - - - 0.30 0.25 0.25 0.20 - - - -- 0.20 - - 0.15 0.05 - - - 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 - Hyd No. 5 Time(min) Hydrograph Report 30 Hydrafiow Hydrographs Extension for AutcCADU Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 6 NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.395 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 119 cuft Drainage area = 0.200 ac Runoff coeff. = 0.33* ' Intensity = 5.990 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.190 x 0.30)+(0.010 x 0.90)]/0.200 NORTH EAST DRAINAGE TO WETLAND AREA Q (cfs) Hyd. No. 6-- 10 Year Q (cfs) ' 0.50 0.50 ' 0.45 - 0.45 0.40 _ 0.40 0.35 0.35 0.30 _ - - 0.30 0.25 - - _ 0.25 ' 0.20 _ - _ - - - 0.20 0.15 _ __ 0.15 0.10 - - __ 0.10 ' 0.05 - _ 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 6 Time(min) Hydrograph Report 31 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Tuesday,03/17 12015 Hyd. No. 7 NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.013 cfs ' Storm frequency = 10 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 10 cuft Drainage area = 0.010 ac Runoff coeff. = 0.3 ' Intensity = 4.313 in/hr Tc by TR55 = 13.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7-- 10 Year Q (cfs) 0.10 0.09 0.09 0.08 0.08 0.07 0.06 _ - - 0.06 0.05 0.05 ' 0.04 - 0.04 0.03 0.02 0.01 _ _ _ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Hyd No. 7 Time(min) i TR55 Tc Worksheet 32 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Description A B C Totals ' Sheet Flow Manning's n-value = 0.240 0.011 0.011 ' Flow length (ft) = 71.7 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.40 0.00 0.00 ' Travel Time (min) = 12.61 + 0.00 + 0.00 = 12.61 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 13.00 min Hydrograph Report 33 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03 1 17/2015 Hyd. No. 8 ' Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.053 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 24 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.020 ac ' Q (cfs) Flow To Oakland Road Hyd. No. 8-- 10 Year Q (cfs) - - 0.10 - - 0.08 - - - - - - - -- 0.08 0.07 - _-- - - - 0.07 0.06 - - 0.06 0.05 _- 0.05 0.04 - - - - - -_ 0.04 03 ' 0.03 - -- -- - 0.02 0.01 : - _ 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' - Hyd No. 8 - Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 34 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3DO 2013 by Autodesk, Inc.00 Tuesday,03/17!2015 Hyd. No. 9 ' WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hydrograph type = Rational Peak discharge = 0.188 cfs ' Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 68 cuft Drainage area = 0.050 ac Runoff coeff. = 0.66* Intensity = 5.702 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.030 x 0.90)+(0.020 x 0.30)]/0.050 Q (cfs) WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hyd. No. 9-- 10 Year Q(cfs) ' 0.50 - - - _- 0.50 0.45 - - - - - -- - - - - ' - - - 0.45 0.40 0.40 0.35 - _ _ -- 0.35 0.30 - - 0.30 ' 0.25 0.25 0.200.20 - - 0.15 1 0.10 0.10 0.05 0.00 - 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' - Hyd No. 9 Time(min) i TR55 Tc Worksheet 35 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Hyd. No. 9 WEST OF PROPOSED PARKING AREA DRAINAGE WEST Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.240 1 Flow length (ft) = 9.0 26.3 17.3 Two-year 24-hr precip. (in) = 3.20 3.20 3.20 Land slope (%) = 0.40 2.00 9.00 1 Travel Time min = 3.96 + 0.42 + _(min) 1.92 6.30 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 1 0.00 0.00 Flow length (ft) QOD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 6.00 min Hydrograph Report 36 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 DRAINAGE TO WEST ABUTTING PROPERTY Hydrograph type = Combine Peak discharge = 0.192 cfs Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 179 cuft Inflow hyds. = 3, 9 Contrib. drain. area = 0.090 ac i Q (cfs) DRAINAGE TO WEST ABUTTING PROPERTY Hyd. No. 10-- 10 Year Q (cfs) 0.50 0.45 - _ 0.45 0.40 0.40 0.35 0.35 0.30 - 0.30 0.25 0.25 ' 0.20 0.20 0.15 0.15 1 0.10 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 - Hyd No. 10 Hyd No. 3 Hyd No. 9 Time(min) Hydrograph Report 37 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 11 Storm Tech Overflow Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - PROPOSED PARKING DRMIUAGfeTOWORM TE-C1-D3.24 ft ' Reservoir name = SC-740 Max. Storage = 189 cult Storage Indication method used. Q (cfs) Storm Tech Overflow Hyd. No. 11 -- 10 Year Q (cfs) 1.00 1.00 0.90 - - 0.90 - 0.80 _ __ 0.80 0.70 - _ 0.70 0.60 - 0.60 1 0.50 0.50 - I - 0.40 - - 0.40 0.30 0.30 0.20 i - - - - _ - - 0.20 0.10 f I 0.10 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 11 - Hyd No. 2 � Total storage used = 189 cuft Time(min) Hydrograph Report 38 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 12 Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.589 cfs ' Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 810 cuft Inflow hyds. = 4, 5, 6, 11 Contrib. drain. area = 0.620 ac Q (cfs) Flow to Wetland Area Hyd. No. 12 -- 10 Year Q (cfs) 1.00 - 0.80 0.70 0.70 0.60 - 0.60 ' 0.50 0.50 0.40 - - 0.40 0.30 _ _ __ 0.30 0.20 - 0.20 0.10 1A 0.10 0.00 0.00 0 10 20 30 40 50 60 70 80 90 ' Hyd No. 12 Hyd No. 4 - Hyd No. 5 - Hyd No. 6 Time(min) Hyd No. 11 kiydrograph Summary Report 39 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 !yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph . type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.054 1 5 16 ------ ----- ----- NORTH WEST DRAINAGE TO OAKL 2 Rational 0.705 1 5 212 --- ----- ----- PROPOSED PARKING DRAINAGET 3 Rational 0.042 1 52 130 ---- ---- ----- SOUTH WEST ROOF DRAINAGE T 4 Rational 0.300 1 42 756 ----- ----- ----- SOUTH DRAINAGE TO WETLAND A 5 Rational 0.183 1 5 55 ------ ----- ----- SOUTH EAST DRAINAGE TO WETL 6 Rational 0.442 1 5 133 ---- ----- --- NORTH EAST DRAINAGE TO WETL 7 Rational 0.015 1 13 12 ----- -- -- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.059 1 5 28 1,7 ------ ------ Flow To Oakland Road 9 Rational 0.212 1 6 76 ------ ----- ------ WEST OF PROPOSED PARKING A 10 Combine 0.217 1 6 207 3,9 ---- ---- DRAINAGE TO WEST ABUTTING P 11 Reservoir 0.000 1 n/a 0 2 103.52 212 Storm Tech Overflow 12 Combine 0.661 1 5 943 4,5,6, ------ ------ Flow to Wetland Area 11 \\DPR0SBS2Kl l\G-Drive\jobs\3297\Storm I DrIlittageF4dodlamPe2posed Con iliaesdayrMg'pW/2015 Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D@ 2013 by Autodesk,Inc.00 Tuesday,03/17/2015 Hyd. No. 1 NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.054 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 16 cuft Drainage area = 0.010 ac Runoff coeff. = 0.8* rIntensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)]/0.010 NORTH WEST DRAINAGE TO OAKLAND ROAD Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 0.10 0.09 - - - 0.09 0.08 0.08 0.07 -_ 0.07 ------ ---- 0.06 - 0.06 ' 0.05 0.05 0.04 0.03 _ - - 0.03 0.02 _ 0.02 0.01 0.01 ' 0.00 -Z. 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 1 Time(min) Hydrograph Report 41 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A Tuesday,03 117/2015 Hyd. No. 2 PROPOSED PARKING DRAINAGETO STORM TECH. Hydrograph type = Rational Peak discharge = 0.705 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 212 cuft Drainage area = 0.130 ac Runoff coeff. = 0.81 ' Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.110 x 0.90)+(0.020 x 0.30)]/0.130 ' Q (cfs) PROPOSED PARKING DRAINAGETO STORM TECH. Hyd. No. 2--25 Year Q (cfs) ' 1.00 1.00 0.80 0.80 0.70 - 0.70 0.60 - - - 0.60 0.50 0.50 ' 0.40 - - - -- 0.40 0.30 0.20 - - 0.20 0.10 0.10 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 2 Time(min) - Hydrograph Report 42 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Tuesday,03/17/2015 Hyd. No. 3 ' SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.042 cfs ' Storm frequency = 25 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 130 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 2.321 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_R0.010 x 0.90)+(0.030 x 0.30)]/0.040 ' Q (cfs) SOUTH WEST ROOF DRAINAGE TO WEST Hyd. No. 3--25 Year Q (cfs) ' 0.10 0.10 0.09 - 0.09 -- 0.08 - - 0.08 0.07 - 0.07 0.06 - _ - 0.06 0.05 _ 0.05 ' 0.04 0.04 0.03 _ _ _ 0.03 0.02 - 0.02 0.01 - - - 0.01 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' - Hyd No. 3 Time(min) Hydrograph Report 43 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03!17/2015 Hyd. No. 4 ' SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.300 cfs ' Storm frequency = 25 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 756 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 2.678 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 Q (cfs) SOUTH DRAINAGE TO WETLAND AREA Hyd. No. 4--25 Year Q (cfs) _- 0.50 ' 0.45 _ - - 0.45 0.40 - - - - 0.40 0.35 - - - 0.35 0.30 -- - -- 0.30 ' 0.25 - 0.25 ' 0.20 - - - - - 0.20 0.15 0.10 --. - - 0.10 - 0.05 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 ' T Hyd No. 4 Time(min) Hydrograph Report 44 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 5 ' SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.183 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 55 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 Q (cfs) SOUTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 5--25 Year Q (cfs) ' 0.50 - - -__ _ 0.50 0.45 - - - - - - - - -- - 0.45 0.40 - - - - 0.40 0.35 - - - - --- 0.35 0.30 - 0.30 ' 0.25 - 0.25 0.15 - - -_ - 0.15 0.10 _- - - 0.10 0.05 _ 0000 - - 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 5 Time(min) Hydrograph Report 45 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03!17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.442 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 133 cuft Drainage area = 0.200 ac Runoff coeff. = 0.33* Intensity = 6.700 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)_[(0.190 x 0.30)+(0.010 x 0.90)]/0.200 Q (cfs) NORTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 6--25 Year Q (cfs) ' 0.50 0.50 ' 0.45 - _ - 0.45 0.40 - 0.40 0.35 0.35 0.30 - 0.30 ' 0.25 0.25 ' 0.20 - - 0.20 0.15 - - - - - 0.15 ----00,- 0.10 0.05 0.05 _ 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 6 Time(min) Hydrograph Report 46 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03 117/2015 Hyd. No. 7 NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.015 cfs rStorm frequency = 25 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 12 cuft Drainage area = 0.010 ac Runoff coeff. = 0.3 ' Intensity = 5.003 in/hr Tc by TR55 = 13.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7--25 Year Q (cfs) _ 0.10 0.09 -_ _ 0.09 - 0.08 _ - - 0.08 0.07 _ 0.07 - 0.06 0.06 ' 0.05 0.05 ' 0.04 - - - 0.04 0.03 _ _ ___ 0.03 0.02 - - -- 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Hyd No. 7 Time(min) Hydrograph Report 47 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 8 Flo w To Oakland Road Hydrograph type = Combine Peak discharge = 0.059 cfs ' Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 28 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.020 ac ' Q (cfs) Flow To Oakland Road cfs Hyd. No. 8--25 Year Q ( ) 0.10 0.10 0.09 - 0.09 0.08 -- - 0.08 0.07 - _ 0.07 0.06 - - - 0.06 AA ' 0.05 _ - 0.05 0.04 - 0.04 0.03 - _ - - - 0.03 - 0.02 _ _ - - 0.02 0.01 - - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' - Hyd No. 8 Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 48 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17!2015 Hyd. No. 9 WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hydrograph type = Rational Peak discharge = 0.212 cfs ' Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 76 cult Drainage area = 0.050 ac Runoff coeff. = 0.66* ' Intensity = 6.423 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.030 x 0.90)+(0.020 x 0.30)]10.050 Q (cfs) WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hyd. No. 9--25 Year Q (cfs) ' 0.50 - 0.50 0.45 0.40 - - - -- 0.40 0.35 -- - 0.35 0.30 - _ - 0.30 0.25 0.25 ' 0.20 - - 0.20 0.15 - - - 0.15 - _ __ 0.10 0.05 0.05 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 - Hyd No. 9 Time(min) Hydrograph Report 49 Hydraflow Hydrographs Extension for AutoCAD@ Civil 313820113 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 DRAINAGE TO WEST ABUTTING PROPERTY Hydrograph type = Combine Peak discharge = 0.217 cfs Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 207 cuft Inflow hyds. = 3, 9 Contrib. drain. area = 0.090 ac Q (cfs) DRAINAGE TO WEST ABUTTING PROPERTY Hyd. No. 10--25 Year Q (cfs) 0.50 0.40 - - - - - - - - 0.40 0.35 - - - - - -_ - 0.35 0.30 - - - - - - - 0.30 0.25 -- 0.25 - ' 0.20 - - - 0.20 0.15 - - - 0.15 - -- 0.10 05 0.05 - - -_ . 0. 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' - Hyd No. 10 - Hyd No. 3 Hyd No. 9 Time(min) Hydrograph Report 50 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17!2015 Hyd. No. 11 Storm Tech Overflow Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - PROPOSED PARKING DRI*lk*A6eS;0i&TORM TE-C1-D3.52 ft Reservoir name = SC-740 Max. Storage = 212 cuft Storage Indication method used. Storm Tech Overflow Q (cfs) Q (cfs) Hyd. No. 11 --25 Year 1.00 0.90 _ -- - -- -- 0.90 - 0.80 0.70 0.70 0.60 - - - -_ 0.60 - - - - 0.50 � - 0.50 ' 0.40 0.40 - - -- 0.30 - -_ 0.30 0.20 0.20 0.10 - 0.10 f - 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 11 Hyd No. 2 � Total storage used=212 tuft Time(min) Hydrograph Report 51 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 12 Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.661 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 943 cuft Inflow hyds. = 4, 5, 6, 11 Contrib. drain. area = 0.620 ac 1 1 1 Flow to Wetland Area Q (cfs) Hyd. No. 12--25 Year Q (cfs) 0.90 0.90 0.80 - - - - - - 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 ' 0.40 - 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 ' Time(min) Hyd No. 12 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hyd No. 11 Summary Re ort52 kydrograph Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.00 lHyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph o. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 0.062 1 5 19 ---- ------ --- - NORTH WEST DRAINAGE TO OAKL 2 Rational 0.821 1 5 246 --- ----- ---- PROPOSED PARKING DRAINAGET 3 Rational 0.053 1 52 166 - --- ------ ------ SOUTH WEST ROOF DRAINAGE T 4 Rational 0.379 1 42 955 ------ ------ ------ SOUTH DRAINAGE TO WETLAND A 5 Rational 0.213 1 5 64 ------ ------ ------ SOUTH EAST DRAINAGE TO WETL 6 Rational 0.514 1 5 154 ----- ------ ____ NORTH EAST DRAINAGE TO WETL 7 Rational 0.018 1 13 14 - --- ----- ----- NORTH EAST DRAINAGE TO OAKL 8 Combine 0.069 1 5 33 1,7 ------ ------ Flow To Oakland Road 9 Rational 0.248 1 6 89 ------ ------ ----- WEST OF PROPOSED PARKING A 10 Combine 0.254 1 6 256 3,9 ------ --- DRAINAGE TO WEST ABUTTING P 11 Reservoir 0.000 1 n/a 0 2 104.03 246 Storm Tech Overflow 12 Combine 0.772 1 5 1,173 4,5,6, ------ ------ Flow to Wetland Area 11 \\DPROS BS2K1 1\G-Drive\jobs\3297\Storm I Dr@iA V*daff1d00:Yqwsed Con i1Fd8Sd* 3YpW/2015 Hydrograph Report 53 ' Hydraf low Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 1 NORTH WEST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.062 cfs IStorm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 19 cuft Drainage area = 0.010 ac Runoff coeff. = 0.8* ' Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)]/0.010 ' Q (cfs) NORTH WEST DRAINAGE TO OAKLAND ROAD Hyd. No. 1 -- 100 Year Q (cfs) 0.10 0.09 _ -_ 0.09 0.08 - -- - 0.08 0.07 - _ 0.07 0.06 - - - 0.06 ' 0.05 _ - 0.05 - ' 0.04 - 0.04 0.03 - - - - 0.03 0.02 - - - - 0.02 0.01 0.01 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 ' Hyd No. 1 Time(min) Hydrograph Report 54 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 2 PROPOSED PARKING DRAINAGETO STORM TECH. Hydrograph type = Rational Peak discharge = 0.821 cfs ' Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 246 cuft Drainage area = 0.130 ac Runoff coeff. = 0.81* Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.110 x 0.90)+(0.020 x 0.30)]/0.130 Q (cfs) PROPOSED PARKING DRAINAGETO STORM TECH. Hyd. No. 2-- 100 Year Q (cfs) 1.00 1.00 0.90 0,90 0.80 - - - - - 0.80 0.70 0.70 - 0.60 ' 0.50 - - 0.50 ' 0.40 -- __ - - 0.40 - - - -- - 0.30 0.20 - -- - 0.20 0.10 0.00 _ - 0.00 0 1 2 3 4 5 6 7 8 9 10 - Hyd No. 2 Time(min) Hydrograph Report 55 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 3 SOUTH WEST ROOF DRAINAGE TO WEST Hydrograph type = Rational Peak discharge = 0.053 cfs Storm frequency = 100 yrs Time to peak = 52 min Time interval = 1 min Hyd. volume = 166 cuft Drainage area = 0.040 ac Runoff coeff. = 0.45* Intensity = 2.963 in/hr Tc by TR55 = 52.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.030 x 0.30)]/0.040 Q (cfs) SOUTH WEST ROOF DRAINAGE TO WEST Hyd. No. 3-- 100 Year Q (cfs) 0.10 ' 0 - - - 0.09 .09 - 0.08 0.07 0.07 0.06 - - - 0.06 0.05 - - - 0.05 0.04 - ' - 0.04 - - - _ 0.03 0.02 -_ - - 0.02 - 0.01 - - 0.01 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 3 Time(min) Hydrograph Report 56 ' Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 4 SOUTH DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.379 cfs ' Storm frequency = 100 yrs Time to peak = 42 min Time interval = 1 min Hyd. volume = 955 cuft Drainage area = 0.350 ac Runoff coeff. = 0.32* ' Intensity = 3.382 in/hr Tc by TR55 = 42.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.010 x 0.90)+(0.340 x 0.30)]/0.350 SOUTH DRAINAGE TO WETLAND AREA Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) - 0.50 0.45 _ _ - - - - 0.45 0.40 - - - - - 0.40 0.35 - 0.35 0.30 - - 0.30 ' 0.25 - 0.25 0.20 _ _ - - - 0.20 0.15 - __ 0.15 0.10 - - - - - - 0.10 0.05 -_ 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 - Hyd No. 4 Time(min) Hydrograph Report 57 ' Hydraf low Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 5 SOUTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.213 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 64 cuft Drainage area = 0.070 ac Runoff coeff. = 0.39* ' Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' *Composite(Area/C)_[(0.010 x 0.90)+(0.060 x 0.30)]/0.070 ' Q (cfs) SOUTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 5-- 100 Year Q (cfs) ' 0.50 0.50 0.45 - ' 0.45 0.40 - 0.40 ........ .......... . . ....._- 0.35 0.35 0.30 - 0.30 ' 0.25 - 0.25 0.20 - - 0.20 00� - -_ _ 0.15 0.10 - 0.10 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 5 Time(min) Hydrograph Report 58 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 6 ' NORTH EAST DRAINAGE TO WETLAND AREA Hydrograph type = Rational Peak discharge = 0.514 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 154 cuft Drainage area = 0.200 ac Runoff coeff. = 0.33* Intensity = 7.794 in/hr Tc by User = 5.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.190 x 0.30)+(0.010 x 0.90)]/0.200 Q (cfs) NORTH EAST DRAINAGE TO WETLAND AREA Hyd. No. 6-- 100 Year Q (cfs) - 1.00 0.90 0,90 0.80 - - - - _ _ . 0.80 0.70 0.60 - - - - - - - 0.60 ' 0.50 - - - __ 0.50 0.40 - _ 0.40 0.30 _ - - - 0.30 0.20 _ _ - _- - 0.20 0.10 -- 0.10 ' 0.00 _ 0.00 0 1 2 3 4 5 6 7 8 9 10 - Hyd No. 6 Time(min) ' Hydrograph Report 59 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk,Inc.v10 Tuesday,03/17/2015 Hyd. No. 7 ' NORTH EAST DRAINAGE TO OAKLAND ROAD Hydrograph type = Rational Peak discharge = 0.018 cfs ' Storm frequency = 100 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 14 cuft Drainage area = 0.010 ac Runoff coeff. = 0.3 ' Intensity = 5.995 in/hr Tc by TR55 = 13.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Q (cfs) NORTH EAST DRAINAGE TO OAKLAND ROAD Hyd. No. 7-- 100 Year Q (cf s) 0.10 0 - 0.09 .09 0.08 0.08 0.07 0.07 - - 0.06 0.05 - -_ - - 0.05 0.04 - - - 0.04 0.03 : 0.02 - - -___- 0.02 0.01 14 - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 7 Time(min) Hydrograph Report 60 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 8 Flow To Oakland Road Hydrograph type = Combine Peak discharge = 0.069 cfs ' Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 33 cuft Inflow hyds. = 1, 7 Contrib. drain. area = 0.020 ac Q (cfs) Flow To Oakland Road Hyd. No. 8-- 100 Year Q (cfs) - 0.10 0.09 0,09 0.08 -- - - - -- 0.08 0.07 - 0.07 AA -- - 0.06 ' 0.05 -- - - - - 0.05 0.04 _ _ - - 0.04 0.02 - - _ - - -_ 0.02 0.01 - - 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' - Hyd No. 8 Hyd No. 1 - Hyd No. 7 Time(min) Hydrograph Report 61 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03/17/2015 Hyd. No. 9 WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hydrograph type = Rational Peak discharge = 0.248 cfs ' Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 89 cuft Drainage area = 0.050 ac Runoff coeff. = 0.66* Intensity = 7.506 in/hr Tc by TR55 = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1 Composite(Area/C)_[(0.030 x 0.90)+(0.020 x 0.30))/0.050 ' Q (cfs) WEST OF PROPOSED PARKING AREA DRAINAGE WEST Hyd. No. 9-- 100 Year Q (cfs) ' 0.50 0.50 0.45 ' 0.45 0.40 - _ 0.40 0.35 0.35 0.30 0.30 ' 0.25 - 0.25 ' 0.20 - - 0.20 0.15 0.10 - _- 0.10 ' 0.05 - - 0.05 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 ' Hyd No. 9 Time(min) Hydrograph Report 62 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D8 2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 10 DRAINAGE TO WEST ABUTTING PROPERTY Hydrograph type = Combine Peak discharge = 0.254 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 256 cuft Inflow hyds. = 3, 9 Contrib. drain. area = 0.090 ac DRAINAGE TO WEST ABUTTING PROPERTY Q (cfs) Hyd. No. 10-- 100 Year Q (cfs) ' 0.50 - _ 0.50 0.45 __ -_ - - --- 0.45 0.40 0.40 0.35 -_ 0.35 0.30 - - - - 0.30 ' 0.25 - - - - - 0.25 - ' 0.20 - 0.20 0.15 0.10 0.05 - 0.05 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 ' Hyd No. 10 Hyd No. 3 Hyd No. 9 Time(min) Hydrograph Report 63 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,03/17/2015 Hyd. No. 11 ' Storm Tech Overflow Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - PROPOSED PARKING DPAMAGETOWORM TE�K4.03 ft Reservoir name = SC-740 Max. Storage = 246 cuft Storage Indication method used. Q (cfs) Storm Tech Overflow � Hyd. No. 11 -- 100 Year Q (cfs) 1.00 0.90 0.90 0.80 _ 0.70 0.70 0.60 - - 0.60 ' 0.50 0.50 0.40 _ 0.40 0.30 _ - - 0.30 0.20 0.20 0.10 - 0.10 ' 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Time(min) Hyd No. 11 Hyd No. 2 Total storage used= 246 cuft Hydrograph Report 64 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,03 117/2015 Hyd. No. 12 Flow to Wetland Area Hydrograph type = Combine Peak discharge = 0.772 cfs ' Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,173 cuft Inflow hyds. = 4, 5, 6, 11 Contrib. drain. area = 0.620 ac 1 Flow to Wetland Area Q (cfs) Hyd. No. 12-- 100 Year Q (cfs) ' 1.00 _ : 1.00 0.90 -_ 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 _ 0.50 1A ' 0.40 _ - _ - - _ 0.40 0.30 - _ _ -__ _ 0.30 0000 0.20 -- 0.20 0.10 - - 0.10 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 ' Time(min) Hyd No. 12 - Hyd No. 4 Hyd No. 5 Hyd No. 6 Hyd No. 11 U •� r � U W �o a A Se ri t,.ion of Arg Runoff Coefficients Business: Downtown areas 0.7 -0. " Neighborhood arm 0,50-0.70, l ,residential: Single-family areas 0.30-0.5 Multi its, detached0.40-0.60 Multi units, attached .b -0,. ' Suburban .25-0A Residential (0.5 ha (1.2 ac) lots or more) 0. 0-0.45 Apartment dwelling areas . -0.,70 Industrial- Light areas 0.510480 Heavy areas 0. 0- .9 Parks, cemeteries 0. 10- .25 Playgrounds- 0. 4:4 Railroad yard arm 0. 0-0. 0 Unimproved areas 0.10-0. 0 ou :e Hydrology, Federal Highway Administration, HEC No. 19, 1984 October 2000 ConnDOT Drainage Manual 6,9-6 Hydroloev Table Coefficients For Composite runoff Analysis Surface Runoff Coefficients, Street. It ..7 -0. Concrete .8 - . 5 Drives and walks .7 -0. 5 Roofs 0.75-0-95 Source, Hydrology, Federal Highway, dminis t +gin, HEC No. 19, 1 4 ' APPENDIX Drainage Area Maps 1 1 1 1 1 1 1 I WATERSHED NORTH EAST DRAINAGE WETLAND AREA AREA=0.23 ACRES II I IGO s COVER RESIDENTIAL=0.22 ACRI I I I I APPROX. IMPERVIOUS=0.01 S I I I I I III OF WEL L C= 0.33 1 LVq�� Cq IIIIIIII I I (SEE NOTE #4� TC= 6 MINS 1 PA /4 /08 02/l /-� I I I I I I i 1 I TO DISCHARGE POINT 13 TC.• DRAINAGE TO DRAINAGE TO WETLAND AREA WETLAND AREA SHEET FLOW \� - - -107 n=a24 (DENSE GRASS) - -I06- - - - — — — — i I I Igi I 94.22 ��1��/ S=0.04 I I I p I I I LHEET 28.01 LOW I MAPLE I n-I _I 0.24 (DENSE GRASS) �rt�ryl I I I S=a46 105� "'10A _ I I I I M DRAINAGE TO WERAND AREA 26 / I I I I I I I I SHEET FLOW WATERSHED SOUTH EAST DRAINAGE TO L=0.24 I I I I I I WETLAND AREA S=0» (DENSE GRASS) AREA=0.07 ACRES COVER � SHEET FLOW RESIDENTIAL=0.06 ACRES L=20.75' IMPERVIOUS=0.01 ACRES S_0.4 C= (DENSE GRASS) l02 —�� ice / I I // / 100' /� // // ' I I I 0.39 4 MINS 101 TO q � DR DISCHARGE TO POINT D AREA \cp / HOUSE #49 T F .10 I I / / (n NORTH WATERSHED EAST DRAINAGE TO GAR AR FF/07.48 I I I I WETLAND AREA I I I Q I AREA=0.20 ACRES� toe HM BA ROE SDENIIAL=0.19 ACRES APPI�OX. IMPERVIOUS=0.01 I I I OF NEL LN C= 0.33 I (SEE NOTE #4,) TC= 5 MINS TO DISCHARGE POINT#3 DRA/NAGE TO WETLAND AREA -107- 104 I I M DRAIN G /03 i I TO WETLAND AREASEET I I WATERSHED LH28.33'OW 102 I I I SOUTH EAST DRAINAGE TO n=0.24 (DENSE GRASS) WETLAND I I S=0.11 /0/ AREA=0.07 ACRES SHEET FLO COVER W L=20.75' RESIDENTIAL=0.06 ACRES V�( I I IMPERVIOUS=0.01 ACRES S=0.52 (DENSE GRASS) I 0.39 TC= 4 MINS TO DISCHARGE POINT#3 DRAINAGE TO WETLAND AREA ' APPENDIX E SC-740 Technical Data t 1 1 1 1 1 SC-740 TECHNICAL SPECIFICATION NTS ' 90.7"(2304 mm)ACTUAL LENGTH 85.4" 2169 mm INSTALLED LENGTH G5 BUILD ROW IN THIS DIRECTION MSTART END OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) ' ACCEPTS 4"(100 mm)SCH 40 PVC PIPE FOR INSPECTION PORT.FOR PIPE SIZES LARGER THAN 4"(100 mm)UP TO 10"(250 mm)USE INSERTA TEE CONNECTION CENTERED ON A CHAMBER CREST CORRUGATION of vv ' 29.3" 30.0" (744 mm) o o (762 mm) ( 10 mm) I _ 45.9"(1166 mm) --I 1295 mm 310 mm I` ( ) ' NOMINAL CHAMBER SPECIFICATIONS SIZE(W X H X INSTALLED LENGTH) 51.0"X 30.0"X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m') MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m') WEIGHT 75.0 lbs. (33.6 kg) *ASSUMES 6"(152 mm)STONE ABOVE,BELOW,AND BETWEEN CHAMBERS A I A �{ 1 1 B � ' STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" C STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"T" ' PART# STUB A B C SC740EPE06T/SC740EPE06TPC 6"(150 mm) 10.9"(277 mm) 18.5"(470 mm) SC740EPE06B/SC740EPE06BPC - 0.5"(13 mm) SC740EPE08T/SC740EPE08TPC 8"(200 mm) 12.2"(310 mm) 16.5"(419 mm) ' SC740EPE08B/SC740EPE08BPC -- 0.6"(15 mm) SC740EPE10T/SC740EPE10TPC 10"(250 mm) 13.4"(340 mm) 14.5"(368 mm) SC740EPE10B/SC740EPE10BPC - 0.7"(18 mm) SC740EPE12T/SC740EPE12TPC 12"(300 mm) 14.7"(373 mm) 12.5"(318 mm) 1 SC740EPE12B/SC740EPE12BPC --- 1.2" 30 mm SC740EPE15T/SC740EPE15TPC 15"(375 mm) 18.4"(467 mm) 9.0"(229 mm) SC740EPE15B/SC740EPE156PC - 1.3"(33 mm) SC740EPE18T/SC740EPE18TPC' 5.0"(127 mm)18"(450 mm) 19.7"(500 mm} SC740EPE18B/SC740EPE18BPC 1.6"(41 mm) SC740EPE24B* 24"(600 mm) 18.5"(470 mm) 0.1"(3 mm) ALL STUBS,EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF ' THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP.FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. *FOR THE SC740EPE24B THE 24"(600 mm)STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75"(44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. ' NOTE:ALL DIMENSIONS ARE NOMINAL PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 03/18/15 CUSTOMER#: 000000000 TIME: 14:26 CLERK: laurenlz RECPT#: 20772531 PREV BAL: TP/YR: MS/2015 AMT PAID: 310.00 BILL: ADJSTMNT: EFF DT: 03/18/15 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 310.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 310.00 AMT APPLIED: 310.00 CHANGE: .00 PAID BY: DESIGN PROFESSIONALS PAYMENT METH: MULTIPLE PAYMENT REF: PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 3-18-15 TO: Matt Galligan, Fred Shaw, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Mark Owens, Chris Dougan, Heather Oatis, Ron Asselin, John Caldwell, Andrea Confrancesco, Glen Buonanducci FROM: Michele Lipe, AICP, Director of Planning The Planning &Engineering Departments have received plans for the following projects: Appl 15-20P, Shea& Company Site Plan Location: 49 Oakland Road ® Site Plan ❑ Subdivision No. Acres 1 Zone RC ❑ Industrial ® Commercial ❑ Residential No. Lots/Units Water: ® Public ® Private Well Sewerage: ® Public ❑ Septic System Project Description: Convert existing house into professional office—approx. 1,500 sf 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 4-1-15 and return to the Planning Department. Page 1 of 1 Zarambo, Lauren L. From: Shaw, Fred Sent: Wednesday, March 18, 2015 2:40 PM To: Zarambo, Lauren L. Subject: RE: In House Referral Form This project will require WPCA approval; owner will need to provide their own refuse and recyclables collection. The applicant should describe how refuse and recyclables will be handled, and show on site plan where these containers will be located. C. Frederick Shaw Superintendent Pollution Control Town Hall 1540 Sullivan Avenue South Windsor, CT 06074 TEL: (860) 644-2511 EXT. 247 CELL: (860) 803-8886 FAX: (860)644-7280 EMAIL: fred.shawCabsouthwindsor.org From: Zarambo, Lauren L. Sent: Wednesday, March 18, 2015 12:11 PM To: Asselin, Ronald; Buonanducci, Glenn; Caldwell, John; Cofrancesco, Andrea; Doolittle, Jeffrey; Dougan, Christopher; Favreau, Raymond; Galligan, Matthew; Gantick, Michael; McGann, Sherry; Owens, Mark; Shaw, Fred; Summers, Walter Subject: In House Referral Form Please find attached In House Referral form for Appl. 15-20P, Shea& Company Real Estate, LLC, 49 Oakland Road. Please forward any comments or questions to the Planning Department. Thank you, Lauren L Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor, CT o6074 86o.644.2511 ext 253 3/18/2015 I, Page 1 of 1 Zarambo, Lauren L. From: Buonanducci, Glenn Sent: Wednesday, March 18, 2015 2:50 PM To: Zarambo, Lauren L. Cc: Custer, Scott Subject: RE: In House Referral Form I would suggest the removal of some of the low brush on the east side of the property to improve the sight line looking east. I would also ask that the parking plan allow for enough space for a vehicle to turn around and pull out of the driveway to avoid backing onto Rt. 30. Thank you. SGT. Buonanducci 156 This transmission is intended for the sole use of the individual or entity to whom it is addressed,and may contain information that is for official use only,law enforcement sensitive,privileged,confidential and/or exempt from disclosure under applicable law.You are hereby notified that any dissemination,distribution or duplication of this transmission by someone other than the intended addressee or its designated agent is strictly prohibited.If your receipt of this transmission is in error,please reply to the sender of this transmission. From: Zarambo, Lauren L. Sent: Wednesday, March 18, 2015 12:11 PM To: Asselin, Ronald; Buonanducci, Glenn; Caldwell, John; Cofrancesco, Andrea; Doolittle, Jeffrey; Dougan, Christopher; Favreau, Raymond; Galligan, Matthew; Gantick, Michael; McGann, Sherry; Owens, Mark; Shaw, Fred; Summers, Walter Subject: In House Referral Form Please find attached In House Referral form for Appl. 15-20P, Shea& Company Real Estate, LLC, 49 Oakland Road. Please forward any comments or questions to the Planning Department. Thank you, Lauren L Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor, CT o6074 86o.644.25n ext 253 3/18/2015 Page 1 of 1 r Lipe, Michele From: Lipe, Michele Sent: Monday, March 23, 2015 9:46 AM To: 'Ben Wheeler'; 'Peter DeMallie' Subject: Appl 15-20 P, Shea &Co. Site Plan comments Attachments: Appl 15-20P, Shea & Co..pdf See attached Planning comments. Michele R. Lipe, AICP Director of Planning Town of South Windsor South Windsor, CT 06074 (860) 644-2511, ext. 252 3/23/2015 y Appl 15-20P, Shea & Company Site Plan Comments Planning Comments • Site lines must be shown at the site drive • Dumpster area must be shown on the plans • Access Management provisions for the property to the west must be addressed on the plans • Consideration should be given for burying of overhead wires • Turnaround stub at the western end of the parking area appears to be too short for cars to be able to adequately use as a turnaround • Site lighting does not appear to be evenly distributed throughout parking area SWPD Traffic Authority Suggest the removal of some of the low brush on the east side of the property to improve the sight line looking east. Parking plan allow for enough space for a vehicle to turn around and pull out of the driveway to avoid backing onto Rt. 30. Health Department Comments See well information which was forwarded by email earlier WPCA Comments WPCA approval required; owner will need to provide their own refuse and recyclables collection. The applicant should describe how refuse and recyclables will be handled, and show on site plan where these containers will be located. RECEIVED ` t P.O. BOX 1 167 APR 21 Jeffrey Drive SOUTH WINDSOR,CT 06074 esign SOUTH WINDSOR PLANNING DEPT. PHONE: 860.291.8755 .8757 ��omft FAX: 8onalsi c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode/B/and April 9, 2015 Town of South Windsor, Connecticut Attn: Michele R. Lipe, AICP 1540 Sullivan Avenue South Windsor, CT 06074 Re: Responses to Site Plan Comments DPI No.: 3297 Received 3/23/15 Shea & Company Real Estate, LLC 49 Oakland Road Application: 1 5-20P Dear Michele: : Our office has received your planning comments regarding Site Plan Application 1 5-20P for the : new construction of a 5,000 square foot parking lot and remodeling of the existing residential building to become office space for Shea & Company Real Estate, LLC. Abbreviated responses are : provided below responding to comments made by the Planning Commission, SWPD Traffic Authority, Health Department, & WPCA: Planning Comments: : 1. Site lines shown on SP-1. The proposed site drive location meets the DOT requirement for 441 feet of sight line for a 40 mph road. : 2. Refuse and Recycle area shown on SP-1 and LA-1. : 3. Access management easement in favor of the west abutting property shown on SP-1 . 4. Note calling for removal of existing overhead electrical wires shown on SP-1 . Proposed underground electrical connection shown on GR-1 : 5. Turn around stub was extended to 5 feet. 6. The light poles were designed to be in proportion with the existing structure. The only way to provide better light distribution would be to utilize much taller poles. Also, the photometrics provided do not account for the existing street lighting on Oakland Road, which will also help with light distribution. Y• • • SWPD Traffic Authority Comments: : 7. The applicant has cleared enough brush to satisfy DOT site line requirements. And the turnaround stub was extended to 5 feet. Health Department Comments: 8. We submitted a Public Water System Screening Form to Patricia Bisacky from the State of Connecticut Department of Public Health on March 23ra, 2015. We are now waiting for the comments from their review. We do believe that we do not meet their definition of a public water supply. • WPCA Comments: : • 9. A WPCA application has been submitted for change of the existing building's usage from residential to office use. Should you have any questions or require any additional information. Please feel free to contact our office. • Sincerely, • Daniel H.Jameson, E.I.T • • • • t p.NN SC4 t� a V w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OSOR-CO TELEPHONE (860) 644-2511 April 13, 2015 Benjamin Wheeler Design Professionals, Inc. P.O. Box 1167 South Windsor, CT 06074 Dear Mr. Wheeler: Re: Appl. 15-20P, Shea & Company Real Estate, LLC - request for site plan approval for conversion of an existing house into a real estate office at 49 Oakland Road, RC zone Please be advised that the above referenced matter has been scheduled on the Planning & Zoning Commission Regular Meeting agenda for Tuesday, April 28, 2015 at 7:30 p.m. in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the meeting to represent the application. One sign advertising the meeting must be posted on the property for ten (10) consecutive days prior to the meeting and must be clearly visible from a town street. The sign must be posted on Oakland Road by Friday, April 17, 2015. Signs can be obtained in the Planning Department, Monday through Friday, 8:00 a.m. - 4:30 p.m. If you have any questions regarding this letter, please call 860-644- 2511, Ext 253. Sincerely, Lauren Zarambo Administrative Secretary ZOWN SBq _ .. To� w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE(860) 644-2511 Certified #7011 1570 0000 6332 8437 April 21, 2015 � Margaret Shea Shea& Company Real Estate, LLC ° 1750 Ellington Road NN1NGa�P�• South Windsor, CT 06074 W1NQRPIA RE: Appl. #15-20P-Shea—49 Oakland Road Dear Ms. Shea: At the April 15, 2015 regular meeting, the Inland Wetlands Agency/Conservation Commission Appl.#15- 20P-Shea & Company Real Estate LLC—49 Oakland Rd—Inland Wetlands/Conservation Commission application for approval for the construction of a parking lot on property located south of Oakland Rd, Restricted Commercial (RC)Zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on April 15, 2020. It is the landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. A bond shall be collected in the amount of $2,000.00 for establishment and maintenance of erosion and sediment controls. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. 7. Creation of a stone lined channel from the level spreader to the toe of the slope must be included on the plan. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION WYL __ __._----Elizabe-th_A._WarrQn,Chairperson_ EAW/dt cc: Director of Planning . Chief Building Official Appl #15-20P, Shea Realty Site Planning Department Report 1. Request for site plan modification for the conversion of an existing house into a real estate office for [property located at 49 Oakland Road, RC zone. 2. The existing lot size is .9; minimum lot size allowed is 30,000. Frontage requirement is 150 feet, 211 feet provided. Front yard setback is required is 65 feet; 69 feet proposed. Impervious coverage is 15.6%, maximum impervious coverage allowed is 60%. 3. The square footage of office space after the conversion of the house will be approximately 1580 sf. This office use will require 8 parking spaces under zoning, and 10 spaces have been provided. 4. The proposed site lighting includes two new pole lights that are dark sky compliant led fixtures, and proposed to be 12 feet in height to maintain the residential feel of the property. 5. Parking lot landscaping requirements have been met with the shade tree and the screening along the parking lot perimeter facing Oakland Road. 6. Signage for the business is proposed on the building as well as a free stranding sign out by the street. Both sign are designed in conformance with the zoning requirements. The street signage is solid panel with up lighting and the building signage will be an internally lit box sign. 7. The Architecture Design Review Committee reviewed this application on Thursday April 2 and forwarded a favorable review of the project. 8. There are regulated wetlands on the eastern portion of the property. The applicant received IWA/CC approval on April 15 requiring a $2000 Erosion and Sedimentation bond and standard conditions. 9. The property will be served by a private on-site well and public sewers. The applicant is required to apply to the State Health Department for determination of how the well will be classified and testing requirements. WPCA approval is required for the s ' n. cA ,. , + 4L— o4=." 10.The applicant intends to keep the refuse containers behind the building and will make private arrangements for pick up. 11.South Windsor Police Department has reviewed the plans. They commented on the need to keep the site line looking eastward clear. Since Oakland Road is a state road, the applicant will be required to get a state encroachment permit for the widening of the drive at the roadway. C J Ti� V I S_V� W 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ox•co TELEPHONE (860) 644-2511 CERTIFIED MAIL 70111570 0000 63371310 April 30, 2015 Shea&Company Real Estate, LLC K&M Partners, LLC 1750 Ellington Road South Windsor, CT 06074 To Whom It May Concern: Re: Appl.15-20P, Shea&Company Real Estate, LLC Site Plan of Development We are pleased to advise you that the Planning & Zoning Commission voted on April 28, 2015 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for Shea & Company Real Estate, LLC on property located at 49 Oakland Road, RC zone, as shown on plans prepared by Design Professionals, Inc. dated March 17, 2015 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$2,000. 4. A landscape bond in the amount of$2,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. The applicant shall provide water by well and comply with Department of Health Requirements. 10. The building street number must be included on the final plan. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 13. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued (per CGS §14-311). 14. In accordance with Section 5 and access management requirements,this approval is subject to the following: • An easement allowing cross access to and from the adjacent property to the west on Oakland Road must be shown granting irrevocable permission to enter upon and perform all activities needed to construct the driveway, on both properties on which the driveway will be constructed. At such time as a site plan is approved for the property to the immediate west, an interconnection shall be constructed in the area shown on the subject site plan OR as agreed by the two property owners and further approved by the Planning and Zoning Commission. Failure to construct the site interconnection shall be construed as a zoning violation and shall be pursued via the remedies available to the Town of zoning violations. Also, in accordance with the provisions of Section 5.5.4E, the applicant shall record on the land records an agreement that remaining access rights along Oakland Road will be dedicated to the Town. Black and white transparent mylars of Sheet#SP-1 and LA-1 with the above modifications, together with three blueprint copies of the entire set of plans with live signatures and raised seals (including architectural elevations and landscaping plans)must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission and the Water Pollution Control Authority 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. Very Truly Yours, Bart Pacekonis, Chairman Planning and Zoning Commission BP/llz Enclosure cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Benjamin Wheeler,Design Professionals, Inc. "Lo N Sf4 O a 9 c, • w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �l�OsoR•CO TELEPHONE (860) 644-2511 May 15, 2015 Daniel Jameson Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 RE: Shea&Company Real Estate, LLC—49 Oakland Road, South Windsor, CT WPCA Approval—Change from Residential to Office Use Dear Mr. Jameson: The South Windsor Water Pollution Control Authority, at its special meeting on May 5, 2015, gave approval to the change the use from residential to commercial of the property located at 49 Oakland Road, South Windsor, CT as more specifically shown on plans entitled "Shea & Company Real Estate, LLC, 49 Oakland Road, South Windsor, Connecticut, Site Plan", Prepared by Design Professionals, South Windsor, CT; Dated March 17, 2015; Revised Date: April 8, 2015; Project No. 3297. This approval is subject to the following conditions: 1. Payment of a commercial connection charge in the amount of$2,654.00. 2. Installation of a water utility meter is required for purposes of measuring the amount of water that goes into the Town's sewer system; the applicant shall submit to the Town in January of each year a written meter reading report on company letterhead for the previous calendar year. 3. Technical approval of the Town of South Windsor Engineering Department. This approval letter must be superimposed on the final approval plans. Very truly yours, R chard Aries, Chairman ater Pollution Control Authority cc: Michael J. Gantick,Director of Public Works Jeff Doolittle,Town Engineer Michele Lipe, Director of Planning Chris Dougan, Chief Building Inspector Peter DeMallie,Design Professionals, Inc. SCW N Sf4 ° c 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OSOR•c°� TELEPHONE(860) 644-2511 June 25, 2015 Margaret Shea Shea&Company Real Estate, LLC 1750 Ellington Road South Windsor, CT 06074 Dear Ms. Shea, Re: Preconstruction Meeting for Appl. 15-20P, Shea& Company Real Estate,LLC IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lie SW Planning michele.lipe@southwindsor.org 644-2511 x252 Jeffrey Folger SW Planning jeffrey.folger@southwindsor.org 644-2511 x229 Jeffrey Doolittle SW Engineering ,jeffrey.doolittle@southwindsor.org 644-2511 x245 Heather Oatis SW Health heather.oatis@southwuidsor.ora 644-2511 x250 Margaret Shea Shea&Company mmshea72 @ amail.com 860-644-0688 Peter DeMallie Design pdemallie@dpinc.co 860-291-8755 Professionals, Inc. Daniel Jameson Design diameson@dpinc.co 860-291-8755 Professionals, Inc. Joseph Charette Quality Paving Co. jkcharette@live.com 860-6044705 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 erosion and sedimentation control measures are to be place to earth moving operations into earth movin��erations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Senior Environmental Planner for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction at 860-644-2511 Ext. 229. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. Use existing pavement and minimize tracking of dirt/gravel on to Oakland Road. Calcium chloride or water is to be used for dust control as required. 4. Install and stabilize the rip rap storm drainage outlet. Public Works 1. Three complete sets of approved/revised plans have been provided to Town prior to start of construction. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction with inspections and testing per Developers Checklist for the following: a. After site is staked out b. All drainage work 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 4. Certification of all products used -- storm pipe, structures, pavement, oil/grit separator and sewer grinder pump system shall be presented to the Town Engineer prior to installation. 5. An as built plan will be required for the improvements to the site. 6. As built plans are to include horizontal and vertical location of all underdrains, footing drains located as per as-built checklist. 7. 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. 8. Any problems and/or questions regarding construction of this project will be directed to Joe Charette in the field at cell phone 860-604-4705. 9. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 10. Job meetings will be held as needed, and can be called by the developer or Town. 11. Seventy-two (72) hours' notice needed for certificate of occupancy inspection and a $35 C.O. inspection fee is due at that time. 12. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 13. Normal hours of operation 7:00 a.m. —5:00 p.m., no work on Sunday. 14. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 15. The new commercial sewer connection fee is due before a Certificate of Occupancy is issued. 16. Sanitary lateral locations should be tied down to existing structures and shown on the as built. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Department. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. The mylar is to go on file prior to issuance of building permit. 3. All easements must be submitted for review prior to filing of mylars. 4. Sign permits are required for all temporary and permanent signs. Utilities 1. Contact utilities for coordination of utilities connection. Fire Marshal(Commercial Facilities) 1) Documents—Complete set of stamped plans with the following: a. Plan review paid b. Code information sheet c. Exiting plans with travel distances d. Wall types e. Door schedule f. Mechanical,Electrical,reflected ceiling g. Fire alarm h. Basic sprinkler layout ** PLAN REVIEW COULD TAKE 30 DAYS FOR APPROVALS ** 2) Inspections: a. Above ceiling b. Penetrations and separations c. Sprinkler system A. Hydraulic calculations and cut sheets B. Underground flush and hydrostatic test C. System hydrostatic test D. Main drain test/inspectors test E. Outside bell F. NFPA 13 paperwork d.. Fire Alarm e. Emergency lighting test f. Final Inspection ** PLEASE NOTE THE FOLLOWING** 1. Consulting inspection will be welcomed 2. Multiple inspections can be done on the same day 3. Stocking/addition of fixtures to occupancy will only be allowed if the life safety systems are on line. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, Michele R. Lipe,AICP Director of Planning MRL/ilz cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Michael Gantick,Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control Walter Summers, Fire Marshal Utilities PRECONSTRUCTION MEETING SIGN-IN SHEET PLEASE Print Clearly r� `l e,6; ).. ?"Q$av,.t,.Ls dja.•440 dp,ryc. Cog7Ss- `PG 4-,,,C .D J_kJ S r'u Us �J x RECEIVED TOWN OF SOUTH WINDSOR STAFF SITE CHANGE JUN 2 6 Z0I5 FOR SITE & SUBDIVISION GENERAL: Ben Wheeler SOUTH WMlDSO�PL•ANNING DEFT. CHANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No.860-291-8755 Address 21 Jeffrey Drive South Windsor,CT 06074 Site Name Shea &Company Real Estate p&Z No. 15-20P Owner K&M Partners LLC Phone No. 860-644-0067 Contractor Quality Paving Signature of Owner gate: 6 Signature of Design ngr. b -- 119 Date: r.10.4115 CHANGE: (Describe location an, nature of change. Include Four (4) copies of plan/profile of Change. ) Change style of parking lot lights. Number,location,and height remain unchanged. Reason for Change: (Why is change required) Owner preference. APPROVALS: (As R uire ) Dir. Of Planning , Date: 612 i Town Engineer Date: Dir. of Public Works Date: Others Date: STAFF COMMENTS: white - Town Engineer APP.Lzce Fink - Director of Planning P.O.BOX 1167 E 21 JEFFREY DRIVE is- Nn SOUTH VANDSOR,CT 06074 PHONE:860.291.8755 fF FAX:860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS/ SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode Island LETTER OF TRANSMITTAL To: Michele Lipe Date: 6/26/2015 DPI Project No. 3297 Director of Planning Re: Shea&Company Real Estate 1540 Sullivan Avenue 49 Oakland Road South Windsor,CT 06074 : : WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ❑ • COPIES DATE NO. 4 6/26/15 lighting plan change order(sheet LS-1) These are transmitted as checked below: : ® For Approval ❑ No exceptions taken ❑ Resubmit copies for approval ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ For bids due ❑ Prints returned after loan to us REMARKS: : p : • JUN 26 Z015 • SIGNED: 'din, CC: Be min P.Wheeler, PLA BOND TRANSMITTAL DATE: July 8, 2015 APPLICANT NAME Shea & Company Real Estate, LLC ADDRESS 266 Abbe Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT 49 Oakland Road SUBDIVISION P&Z OR IWA/CC APPLICATION NUMBER 15-20P AMOUNT OF BOND _$_2,000 E & S Bond CHECK NUMBER 38548 DEPARTMENT PLANNING SUBMITTED BY Lauren Zarambo _7/8/15 NAME DATE PROCESSED BY FINANCE � . I0 �5 NAME u DATE SUB ACCOUNT NUMBER 570 ®2-1.3 MUNIS APPLICATION 201500198 WAPlanning Admin\PZC\Bonds\2015 Bonds\15-20P Shea Real Estate BondTrans.doc PERMITS/INSP PAYMENT RECPT#: 20783824 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 07/09/15 TIME: 13:36 CLERK: laurenlza DEPT: CUSTOMER#: 0 PARCEL: CHG: BONDPL BOND FEE - PLAN 2000.00 AMOUNT PAID: 2000.00 PAID BY: SHEA & COMPANY REAL PAYMENT METH: CHECK 38548 REFERENCE: AMT TENDERED: 2000.00 AMT APPLIED: 2000.00 CHANGE: .00 ORIGINAL TOWN ROUTE N0. PMT 2B-REV 8/00 DATE OF ISSUE PERMIT NO. SOUTH WINDSOR 30 (302-06-0386) 6/16/2015 1013125 DEPARTMENT OF TRANSPORTATION NAME OF HIGHWAY BUREAU of HIGHWAY OPERATIONS DATE EFFECTIVE Page 1 of 3 49 Oakland Road STATE OF CONNECTICUT ENCROACHMENT PERMIT LOCATION OF WORK OR BEGINNING AND ENDING POINTS DATE OF EXPIRATION AMT.OF SURETY BOND Rt.30,49 Oakland Rd. 6/16/2016 CERTIFY CHECK south btwn poles#1779&#1780 10,000.00 1 mi.e/o BUckland Rd. SURETY COMPANY/BANK Hartford Fire Ins co TO: QUALITY PAVING CO. K&M PARTNERS LLC BOND NUMBER: 02BSBGM6420 194 SOUTH MAIN STREET 266 ABBE ROAD PERMIT IS NOT VALID UNTIL SIGNATURE COPY IS EAST WINDSOR,CT 06088 SOUTH WINDSOR,CT 06074 SIGNED AND RETURNED TO THE OFFICE. PLEASE RETURN AT ONCE. FEE:$10.00 DATE REC'D:5/1 512 0 1 5 PO/WO NO: Permission is hereby granted to do the following work under the control and direction of the Department of Transportation,Bureau of Engineering and Highway Operations at the location designated hereon,subject to the statements made on the application for permit,and to the pertinent provisions of the current Highway Encroachment Permit Regulations manual,including amendments thereto. This permit does not become effective until all necessary local and State licenses and permits are obtained by the Permittee or designated agent,and further the Permittee shall be subject to all Federal,State and local regulations. This permit is issued in strict compliance with,but not limited by,the following specific requirements,referenced attachments,and the current edition of Department of Transportation's Standard Specifications for Roads,Bridges and Incidental Construction as applicable. The Department of Transportation Permit Inspector, Stephen C. Barone 860-258-4543, MUST BE NOTIFIED AND HE CALL BEFORE YOU DIG REQUEST NUMBER RECORDED 48 HOURS IN ADVANCE OF STARTING WORK ON THE PROJECT. REQUEST NO. Permission is granted to work within the highway right of way to reconstruct and pave a commercial drive as delineated on the plans entitled"SHEA&COMPANY REAL ESTATE,LLC"with permit application received on 5115/15.All work shall be in accordance with the current publication of the Department of Transportation"Standard Specifications for Roads,Bridges,and Incidental Construction",the latest Department Standard Details,and the following stipulations: A copy of this permit must be available on site at all times. Vehicular and pedestrian traffic must be adequately protected through the use of appropriate traffic control patterns.Uniformed police officers or personnel who are certified for traffic control to a level equivalent to the National Safety Council shall be utilized to direct traffic through the work area.All traffic control signing and appurtenances shall be in accordance with the latest edition of the"Manual on Uniform Traffic Control Devices"and must meet NCHRP 350 requirements. No work that will interfere with the flow of traffic will be permitted before 8:30 a.m.and after 4:00 p.m.,Monday through Friday. -Holiday Restrictions-No permit work within the highway right of way will be permitted the day before a legal holiday and no work shall be resumed until 12:00 noon the day following the holiday,unless otherwise approved or indicated.Weekends shall be considered as part of the holiday when the legal holiday falls on either Friday or Monday. Permittee shall keep the state highway free of mud,stones,debris,etc. The required minimum sightline distance must be obtained as the first phase of construction.Tree and brush must be trimmed and/or removed as directed by the Permit Inspector to obtain adequate sight line.The property owner will be responsible for all future maintenance of the sightline and the drive The Permit Inspector must be notified upon completion of work for final inspection and approval. CALL Before you DIG! TOLL FREE, STATEWIDE 1-800-922-4455 ny and all liability for injury,damage or loss resulting from such work as may be undertaken under the terms of this permit is assumed by the Permittee.The Permittee is hereby designated responsible for all future maintenance of all installations or encroachments constructed under this Permit,which in the sole judgement of the State are not part of the highway appurtenances normally maintained by the State. The Permittee hereby agrees to indemnify and hold harmless the State of Connecticut for any and all such injury,damage,or loss that may be incurred,either directly,or as a result of said work,and to reimburse the Department of Transportation for any expenses incurred due to the performance of any such work undertaken under the terms of this permit. This permit is revocable at the discretion of the Department of Transportation Commissioner or designated representative. Pt�ml,' _'S S DAYE DEPARTMENT OF TRANSPORTATION IS OF HIGHWAY OPERATIONS BY Ala R.White --� DISTRICT MAINTENANCE DIRECTOR ORIGINAL TOWN ROUTE NO. PMT 28-REV 8/00 DATE OF ISSUE PERMIT NO. SOUTH WINDSOR 30 (302-06-0386) 6/16/2015 1013125 DEPARTMENT OF TRANSPORTATION NAME OF HIGHWAY BUREAU OF HIGHWAY OPERATIONS DATE EFFECTIVE Page 2 of 3 49 Oakland Road STATE OF CONNECTICUT ENCROACHMENT PERMIT LOCATION OF WORK OR BEGINNING AND ENDING POINTS DATE OF EXPIRATION AMT.OF SURETY BOND Rt.30,49 Oakland Rd. 6/16/2016 CERTIFY CHECK south btwn poles#1779&#1780 10,000.00 .1 mi.e/0 BUckland Rd. SURETY COMPANY/BANK Hartford Fire Ins co TO: QUALITY PAVING CO. K&M PARTNERS LLC BOND NUMBER:02BSBGM6420 194 SOUTH MAIN STREET 266 ABBE ROAD PERMIT IS NOT VALID UNTIL SIGNATURE COPY IS EAST WINDSOR,CT 06088 SOUTH WINDSOR,CT 06074 SIGNED AND RETURNED TO THE OFFICE. PLEASE RETURN AT ONCE. FEE:$10.00 DATE REC'D:5/15/2015 PO/WO NO: Permission is hereby granted to do the following work under the control and direction of the Department of Transportation,Bureau.of Engineering and Highway Operations at the location designated hereon,subject to the statements made on the application for permit,and to the pertinent provisions of the current Highway Encroachment Permit Regulations manual,including amendments thereto. This permit does not become effective until all necessary local and State licenses and permits are obtained by the Permittee or designated agent,and further the Permittee shall be subject to all federal,State and local regulations. This permit is issued in strict compliance with,but not limited by,the following specific requirements,referenced attachments,and the current edition of Department of Transportation's Standard Specifications for Roads,Bridges and Incidental Construction as applicable. The Department of Transportation Permit Inspector, Stephen C.Barone 860-258-4543, MUST BE NOTIFIED AND HE CALL BEFORE YOU DIG REQUEST NUMBER RECORDED 48 HOURS IN ADVANCE OF STARTING WORK ON THE PROJECT. REQUEST NO. Full depth pavement replacement will be required in all roadway trench excavations.This will include 10"(compacted)of processed gravel base,6"of Hot Mix Asphalt Superpave 1.0 Design Level 2 and 3"of Hot Mix Asphalt Superpave 0.50 Design Level 2 top course,installed in 2 equal lifts.All edges must be tack coated and the surface joints sealed.If the pavement depth measures less than 9",the requirements for binder and top course depths will be determined by the permit inspector. At the end of each workday all trenches will be back filled and patched.The use of steel plates to cover open trenches within the highway right of way will NOT be allowed. The limits of the final pavement restoration will be determined by the inspector.This shall include milling and paving of the asphalt surface,surrounding and including the excavation,to a depth of 2".The milled area shall extend a minimum of 10 feet beyond the edges of the original trench line with vertically faced edges,not tapered.The entire milled area including the edges shall be swept and tack coated with an approved material at the appropriate rate.The area will then be paved with Hot Mix Asphalt Superpave 0.50 (machine laid)and compacted to a depth of 2".All excavations may be included into one milled area. All liability is assumed by the permittee.All areas disturbed as a result of this operation will be restored to the equivalency of their original condition or better at permittee's expense.The permittee will be billed in full by the Department for engineering and replacement costs of any area disturbed or destroyed by the permitted operations. Requirements of the permit are subject to change as field condition warrant.Any change will require a review and prior approval by the District Office. Sidewalk must be in conformance with the most current ADA Requirements. INSURANCE EXPIRES:7/1115 The Permit Inspector must be notified upon completion of work for final inspection and approval. CALL Before you DIG! TOLL FREE, STATEWIDE 1-800-922-4455 Any and all liability for injury,damage or loss resulting from such work as may be undertaken under the terms of this permit is assumed by the Permittee.The Permittee is hereby designated responsible for all future maintenance of all installations or encroachments constructed under this Permit,which in the sole judgement of the State are not part of the highway appurtenances normally maintained by the State. The Permittee hereby agrees to indemnify and hold harmless the State of Connecticut for any and all such injury,damage,or loss that may be incurred,either directly,or as a result of said work,and to reimburse the Department of Transportation for any expenses incurred due to the performance of any such work undertaken under the terms of this permit. his permit:i evocable Pthe discretion of the De artment of Transportation Commissioner or designated representative. PER E ' ATURE DA 'E DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY OPERATIONS BY,. Ian R.White _._.. . .. ... ..... r. . - .-.,� I 0157'RIOT.MAINTENANCE DIRECTOR �s -70 After Recording Return To: r� Devlin,Peters& Tarpey, LLC 003634 P.O.Box 400 Somers, CT 06071 EASEMENT AND DEDICATION OF RIGHTS REGARDING ACCESS AND TRAVEL THIS EASEMENT AND DEDICATION OF RIGHTS ("Agreement"), dated this day of 2015 is by K&M Partners, LLC (hereinafter referred to as"K&M") a Connecticut limited liability company with a business address in the Town of South Windsor, County of Hartford and State of Connecticut. WHEREAS, K&M is the owner of certain property situated on the south side of Oakland Road in the Town of South Windsor, County of Hartford and State of Connecticut, known and designated as 49 Oakland Road (hereinafter referred to as "49 Oakland"), and OAKLAND ROAD ASSOCIATES, L.L.C., a Connecticut limited liability company with a business address in the Town of South Windsor, County of Hartford and State of Connecticut (hereinafter "ORA") is the owner of certain property situated in the Town of South Windsor, County of Hartford and State of Connecticut, known and designated as 41 Oakland Road (hereinafter "41 Oakland"), which parcels are adjacent to each other, with 49 Oakland being generally east of 41 Oakland; and WHEREAS, K&M has made application to the South Windsor Planning and Zoning Commission, Application #15-20P, for the approval of the Site Plan of Development for the conversion of 49 Oakland from residential to office use(hereinafter"Project"); and WHEREAS, in reference to the Project, 49 Oakland is shown on a certain map or plan entitled "SHEA & COMPANY REAL ESTATE, LLC 49 OAKLAND ROAD SOUTH WINDSOR, CONNECTICUT PROJECT NO.: 3297 DATE 03/17/15 DESIGN BY: DHJ DRAWN BY: DHJ CHECKED BY: AK PREPARED FOR: Margaret Shea 1750 Ellington Road South Windsor, CT Design Professionals Civil&Traffic Engineers/Planners/Surveyors/ GIS Analysts/Landscape Architects 21 Jeffrey Drive P.O. Box 1167 South Windsor, CT 06074 860-291-8755 -- T 860-291-8757 — F APPLICANT: Shea & Company Real Estate, LLC 1750 Ellington Road South Windsor, CT 860-644-0067 PROPERTY OWNER: K&M Partners, LLC 1750 Ellington Road South Windsor, CT 860-644-0067 SHEET SP-1 OVERALL SITE PLAN SCALE 1" = 20' Revised 4/8/2015 SITE DISTANCES AND ACCESS EASEMENT ADDED Revised 5/29/2015STOPPING DISTANCE AND 2 FOOT RIPRAP SWALE TO WETLAND AREA ADDED" WHEREAS, as part of the Approval of the Project by the Town of South Windsor, acting through its Planning and Zoning Commission (hereinafter "Town"), in its approval letter dated April 30, 2015 (hereinafter "Approval"), and in order to effectively continue the implementation of the Town's Access Management Plan, at such future time as a site plan is approved for 41 Oakland, an interconnection shall be constructed in the area shown on the "� a 2-1471 PA Ge 3 `11 Project site plan as "ACCESS EASEMENT IN FAVOR OF 41 OAKLAND ROAD ASSOCIATES, LLC" or as agreed to by the two property owners and further approved by the South Windsor Planning and Zoning Commission, provided that such interconnection does not reasonably impair the Project for its intended use and does not diminish the value of the Project; and WHEREAS, as a further part of the Approval, and in order to effectively continue the implementation of the Town's Access Management Plan, the aforementioned interconnection shall include easements from K&M to ORA allowing cross travel and access over the easement area to and from 41 Oakland and 49 Oakland, to include, but not be limited to, granting irrevocable permission to enter upon the easement area and perform all activities needed to construct said driveway/interconnection,provided that said cross travel and access easements do not unreasonably impair the Project for its intended use and does not diminish the value of the Project; and WHEREAS, as a further part of the approval, and in order to effectively continue the implementation of the Town's Access Management Plan, K&M shall dedicate all remaining access rights along Oakland Road to the Town, provided that said dedication of access rights does not unreasonably impair the Project for its intended use and does not diminish the value of the Project. NOW THEREFORE, for good and valuable consideration, which specifically includes the granting of the Approval by the Town, the receipt of which is acknowledged, and in consideration of the promises contained herein, K&M agrees as follows: 1. K&M hereby assigns all its right title and interest to its respective access rights to Oakland Road from 49 Oakland to the Town specifically subject to the requirement that any future modification of said access by the Town shall be done in accordance with the Town's Access Management Plan subject to such legal authority to implement any such modifications as the Town may possess at the time, and further subject to the requirement that any such modification shall provide for reasonable alternative access to Oakland Road for K&M, does not unreasonably impair the 49 Oakland parcel for its intended uses and does not unreasonably diminish the value of the 49 Oakland parcel. 2. K&M hereby agrees to provide cross access and travel easements to all abutters to the 49 Oakland parcel over all appropriate travel portions of the 49 Oakland parcel upon the request of the Town for same in writing, specifically provided that all such requested easements shall be specifically delineated on a site plan approved by the Town, with the easement document to be utilized in each instance being a format approved by the Town and prepared at the sole cost and expense of the abutter seeking such easement; and further provided that the granting of such easement shall not unreasonably impair the 49 Oakland parcel for its intended uses and shall not unreasonably diminish the value of the 49 Oakland parcel. Any easement requested of K&M in accordance with this Agreement,together with all appropriate transfer tax documentation, shall be executed in a timely fashion by K&M, and its failure to do so, as provided for in the Approval, shall hereby be deemed a zoning violation for which the Town - Vol 24 'TI PA G F 3-7.2- may seek enforcement of compliance in accordance with its usual rights and powers relating to any other zoning violation. 3. Upon the Town's approval of any site plan for the development or construction of the 41 Oakland parcel, K&M hereby grants a cross travel and access easement to ORA over, under and through the easement area of the 49 Oakland parcel for all purposes consistent with the development and construction of the 41 Oakland parcel pursuant to and in accordance with said approved site development plan, and thereafter such easement rights shall continue as a permanent easement in favor of ORA to provide all access and cross travel rights over, under and through the easement area of the 49 Oakland parcel as are customary and usual for the continued operation of the facilities, operation, events, businesses and any other lawful uses that may be located or occur on the 41 Oakland parcel, provided that the exercise of any such right by ORA shall not unreasonably impair the 49 Oakland parcel for its intended use and shall not unreasonably diminish the value of the 49 Oakland parcel. 4. All of the foregoing rights and obligations of K&M shall hereby be binding upon and run to the benefit of their respective heirs, executors,administrators, successors and assigns. K&M PARTNERS, LLC C�- 1 Slv► l J ( By: M garet M. Shea Its Member, duly authorized STATE OF CONNECTICUT: ss. South Windsor July 7,2015 COUNTY OF HARTFORD Personally appeared,MARGARET M. SHEA, duly authorized signer and sealer of the foregoing instrument, and acknowledged the same to be her free act and deed and the free act and deed of K&M PARTNERS,LLC,before me. Received for Record o f�415 J . Bond,Jr. C ssioner of the Superior Court Recorded iu South Winds r,CT By U a �{ Town Ck* TOWN OF SOMH WINDSOR. STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: Ben Wheeler MANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No. 860-291-8755 Address 21 Jeffrey Drive South Windsor,CT 06074 Site: Name Shea&Company Real Estate, LLC p&Z No. 15-20P Owner Margaret Shea Phone: No. 860-644-0067 Contractor Quality Paving Co., Inc. Signature of Owner car Date: Signature of Design Engr< /��-�-� Date:__ �f7/iS C; ANGE (Describe location and nature of change, Include Pour (4) copies of plan/profile of Change. ) Additional 3 FT concrete walk proposed.This will connect the proposed sloped walk to the west side building entrance. Reason for Change: (Why is change required) The existing garage will be converted to office space.3 FT concrete walk proposed to Rrovide handicap access to west portion of building. APPROVALS:s (As Required ' Dir. Of Planning `' Date; 4 __'�v Town Engineer �— Date Dr.. of Public or .s Date: Others Date STAFF +FOMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Panning �O%qN Sfq 7awn 0-Psi 0 �i w° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR-Co TELEPHONE (860) 644-2511 January 22,2016 Margaret Shea Shea&Company Real Estate, LLC 266 Abbe Road South Windsor, CT 06074 Re: Appl. 15-20P, Shea& Company Real Estate LLC E&S Bond Release Dear Ms. Shea: This is to advise you that the Planning and Zoning Commission voted on January 19, 2016 to release the following bond as follows: MI. 15-20P, Shea&CompanyReal Estate LLC $2 000 E&S Bond15-20P, Shea&Company Real Estate LLC $2 000 E&S Bond reduced by$2,000 to leave a balance of-0- A check will be mailed to you from the Town of South Windsor. If you have any further questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Sincerely, i Bart Pacekonis, Chairman PLANNING&ZONING COMMISSION BP/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner BOND RELEASE TRANSMITTAL DATE: January 22, 2016 APPLICANT NAME Shea & Company Real Estate, LLC ADDRESS 266 Abbe Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT 49 Oakland Road P&Z OR IWA/CC APPLICATION NUMBER 15-20P MUNIS APPLICATION NUMBER 201500198 SUB ACCOUNT NUMBER 500213 ORIGINAL BOND AMOUNT $ 2,000 E&S Bond Please Release $ 2,000 Please release the bond indicated above as all of the required work has been completed. _Lauren L Zaram6o januaa 22, 2016 NAME DATE BX G C�. CHECK # ISSUED DATE W:\Planning Admin\PZC\Bonds\2016 Bonds\I5-20P Shea RealBstate E&S BondRelease Trans.doc