Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
15-32 Orchard Hill Elementary School 380
P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 I FAX: 860.291.8757 www.designprofessIonalsirc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS I SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS IServing riannectIcut, Massachusetts, *Rhode/eland • LETTER OF TRANSMITTAL To: Town of South Windsor, CT Date: 1/15/2016 DPI Projeat No. 3424 Attn: Michele Lipe Re: New Orchard Hill Elementary School Town Planner 380 Foster Street South Windsor,CT • 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. 1 1/15/16 Storm Draiange Report - 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 : JAI 15 2016 SOUTH WINDSOR PLANNING DEPT, • f/ • SIGNED: CC: Daniel H. Jameson, E.I. . f Storm Drainage Computations Town of South Windsor Orchard Hill Elementary School 380 Foster Street South Windsor, Connecticut 1, Prepared by: Design Professionals Inc. 21 Jeffrey Drive, PO Box 1167 South Windsor, CT 06074 January 15,2016 es�gn ,r ' r-� i Introduction -� The Town of South Windsor is proposing to develop a 72.67 acre tract located at 380 _ Foster Street in South Windsor, Connecticut. In its existing state,the tract has a combined total of 2.40±acres of identified wetland areas (state defined/no partially defined wetlands). The development will be the construction of a new elementary school.The building footprint will be 75,600±square feet in area, and will be accompanied by a 54,000 square foot soccer field,paved parking, and driveways to meet zoning and projected school r usage requirements. During the construction of the proposed elementary school, 21.08±acres of land is expected to be disturbed. Refer to the site plan drawings, entitled"Orchard Hill School, 380 Foster Street, South Windsor, Connecticut,prepared by Design Professionals, Inc., dated 6/10/15", as amended, for information regarding the proposed property development. r Pre-Development Site Conditions �V The surficial characteristics of the site can primarily be characterized as grass and wooded areas. Analysis of existing site grading led to the identification of six storm drainage discharge locations. See Appendix F for the pre-development conditions drainage area map where discharge locations are identified. The pre-development conditions of the contributing watershed areas to the six locations are as follows: • Discharge Point#1 —Discharge to the northeast corner of the tract. Receives runoff from 9.56 acres of the northeastern portion of the site. • Discharge Point#2—Discharge to the northern most delineated wetland area. Receives runoff from 7.13 acres from the middle portion of the site. • Discharge Point#3—Discharge to the northwest corner of the tract. Receives runoff from 3.69 acres from the northwestern portion of the site. • Discharge Point#4—Discharge to a catchbasin in the existing school's driveway along Foster Street. Receives runoff from 0.36 acres. All runoff collected gets conveyed through existing underground drainage culverts in Foster Street. This system conveys stormwater to the Podunk River. I • Discharge Point#5—Discharge to the existing school grounds to the south of the proposed school site. Receives runoff from 1.41 Acres. - � 1 312.0. The 100-year storm maximum elevation is expected to reach 311.27. The outlet r structure's top of frame should never receive runoff and will therefore serve as an emergency overflow outlet. -� Discharge Points Post-development discharge location conditions are summarized as follows: r� • Discharge Point#1 —Contributing watershed areas reduced to 5.20 acres. r • Discharge Point#2—Receives overflow from the north pond and proposed soccer field area. A vegetated Swale is proposed to the north of the soccer field to convey runoff to the wetlands. • Discharge Point#3 —Contributing watershed areas increased to 4.86 acres. U� * Discharge Point#4—Contributing watershed areas reduced to 0.26 acres. D • Discharge Point#5—The proposed berm will increase the land slope in this area. Contributing drainage area reduced to 0.53 acres. • Discharge Point#6—Receives overflow from the south basin and proposed Arnold Way access driveway catchbasins. A drywell is proposed in this area to provide partial storage for the 2-year storm event. The drywell will receive flows from proposed catchbasin 26 and outlet structure for the south basin. Overflow from the r drywell will be conveyed north to an existing catchbasin in Arnold Way. See Appendix F for Post-Development Drainage area maps for watershed delineations. Storm Sewer Collection System 1 The proposed subsurface stormwater collection and conveyance system was designed to J adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation's Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions.Hydraflow Storm Sewers computer software was used for analysis.The computations are included as Appendix F, and a catchbasin watershed delineation map is provided in Appendix G. i I 1 3 _ l TABLE 1 Peak Rate of Stormwater Discharge Runoff Rate Pre-developed Post-developed Net Change Watershed Storm Event Condition Condition Rate of Runoff Area (Year) (ft3/second) (ft3/second) (ft3/second) DP#Z- 2 1.41 1.26 -0.14 r Northeast 10 4.75 4.62 -0.13 Corner 25 7.02 6.88 -0.14 Overflow 100 11.47 11.27 -0.20 L 2 3.90 1.97 -1.92 DP#2-To 10 11.03 6.18 -4.85 I� Wetland 25 15.54 8.81 -6.73 U 100 24.14 13.80 -10.34 r DP#3- 2 1.55 1.99 0.44 Northwest 10 3.93 4.63 0.70 Corner 25 5.39 6.20 0.81 Overflow 100 8.12 9.13 1.00 DP#4-To 2 0.29 0.27 -0.02 Foster Street 10 0.60 0.58 -0.02 C.B. 25 0.77 0.76 -0.01 100 1.09 1.08 -0.01 2 0.28 0.29 0.02 DP#5-To 10 1.01 0.81 -0.21 Existing School Grounds 25 1.52 1.13 -0.38 100 2.50 1.74 -0.76 2 1.01 0.50 -0.50 DP#6-To 10 3.49 1.20 -2.29 Arnold Way C.B. 25 5.15 1.82 -3.33 100 8.39 2.87 -5.52 ...I 5 I r� 0 Discharge Point#3—Analysis of the land draining to this system demonstrates an increase in peak flows and volumes for all storm events. a Discharge Point#5—Analysis of runoff from the proposed swale demonstrates an increase of 0.02 cubic feet per second in peak flows for the 2-year storm. Reduction of peak flows for all other storm events was achieved. pWater Ouality The two proposed stormceptor units serve to remove suspended solids of runoff collected from the all parking areas and proposed driveways before discharging to the detention basins.Per manufacturer's specifications, the units are designed to achieve an 80% total suspended solid removal rating as recommended by The Connecticut Department of Energy and Environmental Protection. See Appendix C for sizing and analysis reports for the Stormceptor units. This report was generated using design software from their Imbrium Systems Inc. All point discharges into the detention basins will include riprap aprons to provide further reduction of sediment deposition. The aprons will diminish possibilities of erosion by - dissipating the energy associated with proposed discharges. Similar riprap aprons are provided at all outlets. Proposed grading for the bottom of detention pond areas was done to provide a serpentine path for stormwater to travel. This will increase the time of travel for stormwater in the basin providing further removal of sediments. Conclusion It is our opinion that the proposed stormwater management design as presented on the accompanying site plans, will not pose any significant detrimental impacts to the environment surrounding the site. In developed areas, a vast majority of peak flows are being attenuated at substantially reduced levels in comparison with existing conditions. We believe the two areas where analysis results show slight increases in 2-year storm Ipeak flows,will have negligible impacts to receiving areas. _ f _ I - 7 1 Watershed Model Schematic HydraflowHydrographs Extension for AutoCADQD Civil 3D®2016byAutodesk,Inc.v10.5 r 11 4 r 6 8 r� 10 i Project: STORM DRAINAGE EXISTING.gpw Friday, 01 /15/2016 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2016 by Autodesk,Inc.00.5 B 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) (cult) L- 1 SCS Runoff 0.316 2 748 2,253 ------ NE Corner(North Prop Line) 2 SCS Runoff 0.353 2 758 2,646 NE Corner Swale 3 SCS Runoff 1.007 2 770 10,920 ----- ------ ---- NE Corner(East Property Line) r 4 SCS Runoff 1.007 2 754 8,061 ---- -- - -- Discharge Point#6-Watershed To A puu 5 SCS Runoff 0.289 2 740 1,482 ----- ------ ------ Discharge Point#4-Watershed to Fo 6 SCS Runoff 1.668 2 756 13,441 ----- ---- ----- Watershed to Wetlands(South) i U 7 SCS Runoff 1.554 2 748 9,935 ------ ----- ----- Discharge Point#3-Watershed To N 8 SCS Runoff 2.605 2 754 18,581 ----- ------ ------ Watershed to Wetlands(North) 9 Combine 1.407 2 770 15,869 1,2,3, ---- ---- Discharge Point#1-To NE Corner 1 10 Combine 3.896 2 760 31,736 6,8, ------ ____ Discharge Point#2-To Welland Area j 11 SCS Runoff 0.276 2 748 2.057 ---- ----- -- Discharge Point#5-Exisitng School � I _ I . i l l STORM DRAINAGE EXISTING.gpw Return Period:2 Year Friday, 01 /15/2016 i-� TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 Hyd. No. 1 NE Corner (North Prop Line) Description A B C Totals i L Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 5.70 0.00 0.00 Travel Time (min) = 24.59 + 0.00 + 0.00 = 24.69 r ' Shallow Concentrated Flow Flow length (ft) = 318.09 0.00 0.00 Watercourse slope (%) = 8.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) =4.56 0.00 0.00 NTravel Time (min) = 1.16 + 0.00 + 0.00 = 1.16 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 .............................................................................. 25.80 min 7 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2016 by Autodesk,Inc.v10.5 Hyd. No. 2 NE Corner Swale Descriptlon A B C Totals Sheet Flow r Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.20 0.00 0.00 Travel Time (min) = 45.86 + 0.00 + 0.00 = 45.86 r-p Shallow Concentrated Flow Flow length (ft) = 487.69 0.00 0.00 ` Watercourse slope (%) = 7.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.27 0.00 0.00 Travel Time (min) = 1.90 + 0.00 + 0.00 = 1.90 Channel Flow X sectional flow area (sqft) = 2.00 0.00 0.00 Wetted perimeter(ft) = 10.00 0.00 0.00 Channel slope (%) = 7.50 0.00 0.00 ` Manning's n-value = 0.050 0.015 0.015 Velocity (ft/s) =2.78 � 0.00 0.00 _ Flow length (ft) ({0))243.7 0.0 0.0 Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46 TotalTravel Time, Tc .............................................................................. 49.20 min E :_ I r-D9 TR55 Tc Worksheet r Hydraflow Hydrographs Extension for AutoCAD®Civil 300 2016 by Autodesk,Inc.00.5 Hyd. No. 3 NE Corner(East Property Line) Description A B C Totals Sheet Flow `-� Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 49.33 + 0.00 + 0.00 = 49.33 Shallow Concentrated Flow Flow length (ft) = 888.68 0.00 0.00 Watercourse slope(%) = 5.80 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.89 0.00 0.00 Travel Time (min) = 3.81 + 0.00 + 0.00 = 3.81 Q 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) ({o})o.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 53.10 min _ I 11 TR55 Tc Worksheet r� Hydraflow Hydrographs Extension forAutoCAD®Civil 31362016 by Autodesk,Inc.00.5 Hyd. No. 4 Discharge Point#6-Watershed To Arnold Way C.B. r� Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.60 0.00 0.00 Travel Time (min) = 23.48 + 0.00 + 0.00 = 23.48 Shallow Concentrated Flow Flow length (ft) = 1233.33 0.00 0.00 Watercourse slope (%) = 2.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.55 0.00 0.00 r� _ Travel Time (min) = 8.06 + 0.00 + 0.00 8.06 r 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 .............................................................................. 31.50 min . l _ I � I _ I 13 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3DV 2016 by Autodesk, Inc.v10.5 Hyd. No. 5 Discharge Point#4 -Watershed to Foster St. C.B. Description A B C Totals Sheet Flow Manning's n-value = 0.600 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 - Land slope (%) = 3.80 0.00 0.00 Travel Time (min) = 22.98 + 0.00 + 0.00 = 22.98 Shallow Concentrated Flow Flow length (ft) = 174.70 52.28 0.00 Watercourse slope (%) = 1.90 2.50 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.22 3.21 0.00 Travel Time (min) = 1.31 + 0.27 + 0.00 - 1.58 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 g 0.00 g 0.00 Flow length (ft) ((0))0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 aTotal Travel Time, Tc .............................................................................. 24.60 min 1 15 TR55 Tc Worksheet rHydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2016 by Autodesk,Inc.v10.5 ,- Hyd. No. 6 Watershed to Wetlands (South) Description A 6 C Totals Sheet Flow r� Manning's n-value = 0.700 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 - Land slope (%) = 4.30 0.00 0.00 Travel Time (min) = 24.74 + 0.00 + 0.00 = 24.74 r� Shallow Concentrated Flow Flow length (ft) = 274.38 0.00 0.00 Watercourse slope (%) = 6.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.95 0.00 0.00 Travel Time (min) = 1.16 + 0.00 + 0.00 - 1.16 q Channel Flow X sectional flow area (sqft) = 37.80 0.00 0.00 Wetted perimeter(ft) = 36.90 0.00 0.00 Channel slope (%) = 2.50 0.00 0.00 Manning's n-value = 0.240 0.015 0.015 Velocity (ft/s) =1.00 0.00 0.00 Flow length (ft) ((0))813.5 0.0 0.0 Travel Time (min) = 13.59 + 0.00 + 0.00 = 13.59 I Total Travel Time,Tc .............................................................................. 39.50 min 17 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD®Civil 3DO 2016 by Autodesk,Inc.00.6 Hyd. No. 7 Discharge Point#3-Watershed To NW Corner 7 Descrintion A B C Totals Sheet Flow r Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 r 1 Land slope (%} = 3.80 0.00 OAO U Travel Time (min) = 28.92 + 0.00 + 0.00 = 28.92 r Shallow Concentrated Flow Flow length (ft) = 878.80 0.00 0.00 Watercourse slope (%) = 5.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.61 0.00 0.00 DTravel Time (min) = 4.06 + 0.00 + 0.00 = 4.06 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00 Total Travel Time,Tc .............................................................................. 33.00 min _ I 19 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2016 by Autodesk,Inc.AM r� Hyd. No. 8 Watershed to Wetlands (North) r� Description A B C Totals Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 '- Land slope (%) = 2.50 0.00 0.00 Travel Time (min) = 34.20 + 0.00 + 0.00 = 34.20 Shallow Concentrated Flow Flow length (ft) = 917.35 0.00 0.00 Watercourse slope (%) = 4.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.23 0.00 0.00 Travel Time (min) = 4.74 + 0.00 + 0.00 = 4.74 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 .............................................................................. 38.90 min C I C 21 Hydrograph Report rD Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2016 by Autodesk,Inc.A 0.5 Friday,01/1512016 Hyd. No, 10 Discharge Point#2 -To Wetland Area Hydrograph type = Combine Peak discharge = 3.896 cfs Storm frequency = 2 yrs Time to peak = 12.67 hrs Time interval = 2 min Hyd. volume = 31,736 cuft Inflow hyds. = 6, 8 Contrib. drain. area = 14.580 ac �D r-D DDischarge Point#2 -To Wetland Area Q{cfs) Hyd. No. 10--2 Year Q{cfs) L I 4.00 4.00 .,......._........._._._ ..........._................_................._... ........... ...........,,,...... 3.0a 3.00 2.00 2.00 ` 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) - Hyd No. 10 s Hyd No.6 ---- Hyd No. 8 23 TR55 Tc Worksheet HydraFlow Hydrographs Extension for AutoCAD®Civil 31DO 2016 by Autodesk,Inc.00.5 Hyd. No. 11 Discharge Point#5 - Exisitng School Grounds r Descri Lion A B C Totals Sheet Flow r� Manning's n-value = 0.600 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 r Land slope (%) = 3.60 0.00 0.00 Travel Time (min) = 23.48 + 0.00 + 0.00 - 23.48 Shallow Concentrated Flow Flow length (ft) = 240.05 0.00 0.00 Watercourse slope (%) = 1.90 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.22 0.00 0.00 Travel Time (min) = 1.80 + 0.00 + 0.00 - 1.80 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 r � 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.............................................................................. 26.30 min f r-� 25 r H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc,00.5 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph r No. type flow interval Peak volume hyd(s) elevation strge used Description (orlgin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 1.615 2 740 8,518 ------ ------ --- NE Corner(North Prop Line) 2 SCS Runoff 1.098 2 754 7,537 ----- -- ------ NE Corner Swale 3 SCS Runoff 5,554 2 760 42,857 ----- ------ ---- NE Corner(East Property Line) 4 SCS Runoff 6.149 2 746 30.480 ----- ----- ----- Discharge Point#6-Watershed To A UUU 5 SCS Runoff 0.771 2 738 3,799 ------ ---- ---- Discharge Point#4-Watershed to Fo 6 SCS Runoff 7.502 2 750 47,480 ----- ------ ----- Watershed to Wetlands(South) 7 SCS Runoff 5.393 2 744 30,423 ---- ----- ------ Discharge Point#3-Watershed To N p 8 SCS Runoff 9.466 2 748 58,395 ---- ------ ----- Watershed to Wetlands(North) 9 Combine 7.020 2 762 59,102 1,2,3, ------ ------ Discharge Point#1-To NE Corner 10 Combine 15.54 2 754 104,930 6,8, ----- --- Discharge Point#2-To Wetland Area 11 SCS Runoff 1.515 2 740 8,074 ------ ------ ----- Discharge Point#5-Exisitng School - D 1 STORM DRAINAGE EXISTING.gpw Return Period:25 Year Friday, 01 /15/2016 r� Hydraflow Rainfall Report 27 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01!15!2016 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) r� 1 0.0000 0.0000 0.0000 -------- L 2 30,1225 6.6000 0.7676 -- r 3 0.0000 0.0000 0.0000 -------- 5 52.3308 9.8000 0.8367 r 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 i_ Intensity= B/(Tc+D)^E ` Return Intensity Values(Inlhr) 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 1 Tc=time in minutes.Values may exceed 60. Preci .file name:GADAHartford IDF. c 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 0,00 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 IHuff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-lndy 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 r 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3136 2016 by Autodesk,Inc.v10.5 20 21 22 25 40 39 ter- 4 37 d 48 163'r1-� r 5 35 46 3 i ✓r`� 7 66 33 L^O45 2 L-10 50 4 ` r+r� 14 44 15 18 3 17 68 49 28 9 32 1 54 5 52 36 1r� V 69 ED 8 9 51 58 47 43 ED `� 38 10 �0 34 70 41 1 9 30 6 26 '6�5 '` - 23 "' 24 r � 11 CD 13 6310 73 72 L � 27 � l 12 71 CD l V 64 74 Project: Proposed Drainage-3424.gpw Friday, 01 /15/2016 I3 Return Period Rep] Hydrograph y Prat Hydrographs Extension for AutoCADV Civil 3D®2016 by Autodesk,Inc.v10.5 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 r 35 SCS Runoff ----- ----- 0.352 ------ ------- 0,841 1.132 1.403 1,683 YARD DRAIN#9 36 SCS Runoff ---- ------- 0.150 ------ ----- 0.221 0.260 0.293 0.326 C.B.#4 37 SCS Runoff ---- ------ 0.265 - - 0.911 1.328 1.720 2.131 YARD DRAIN#8 r 38 SCS Runoff ----- ------- 0.180 ----- ----- 0.266 0.311 0.351 0.391 C.B.#6 39 SCS Runoff ------ ------- 0.402 --- ----- 0.712 0.880 1 A27 1.175 C.B.#1 40 SCS Runoff ----- --- 0.489 ----- ------- 1.173 1,580 1,952 2,334 C.B.#2 41 SCS Runoff ----- ------- 0.100 ------- ------- 0.233 0.311 0.383 0.456 2 42 SCS Runoff ------ ----- 0.160 ------- ------- 0.374 0.500 0.616 0.735 C.B.#31 43 SCS Runoff ------ ------ 0.347 ------ ---- 0.522 0.615 0.695 0.776 C.B.#20 44 SCS Runoff --- ------- 0.119 ------- ------- 0,411 0.599 0.776 0.962 C.B.#7 45 SCS Runoff ----- ------- 0.118 ----- --- 0.275 0.369 0.454 0.541 C.B.#8 46 SCS Runoff ----- ------- 0.599 ------- ------- 0.942 1.124 1.282 1.440 C.B.#11 47 SCS Runoff ----- --- 0.477 ----- ---- 1.102 1.472 1.814 2.165 YARD DRAIN#5 �N 48 SCS Runoff ---- ------- 0.511 ---- ------- 0.827 0.994 1,140 1.285 C.B.#14 49 SCS Runoff ------ --- 0,537 ----- ------- 0.834 0.991 1.128 1.264 C.B.#13 50 SCS Runoff ----- ------- 0.505 - 1.043 1.350 1.624 1.903 C.B.#12 51 SCS Runoff --- ------- 0.588 ------- ------- 0.979 1.187 1.368 1.549 C.B.#23 52 SCS Runoff ----- -- 0.234 ----- ----- 0.861 1.273 1.662 2.071 Yard Drain#1 53 SCS Runoff ---- ------- 0.178 ------- ------- 0.611 0.891 1.154 1.430 Yard Drain#2 54 SCS Runoff ---- ------- 0.056 ---- -- 0.207 0.307 0.400 0.499 Yard Drain#3 999 55 Combine 4,33,35, ----- 1.793 ---- ------- 3.907 5.163 6.309 7.489 North Pond Inflow D 37,39,40, 56 Combine 28,31,44, ------- 1.934 ------- ---- 4.058 5.309 6.450 7.623 North Pond Inflow B 45,46,52, 57 Combine 16,18.19, -- 2.379 ------ ------ 4.274 5.333 6,277 7.231 North Pond Inflow C 48,49,50, p 58 Combine 10,29,30, ------ 2.609 ------- - 5.166 6.623 7.929 9.263 North Pond Inflow(E) !I 34,38,47, 59 Combine 2,3,5, 1.408 2.709 3.440 4.091 4.750 South Pond InlfowA 6,7,42, 60 Combine 8,9,43, ---- 1.639 ------ ------- 3,726 5,116 6.409 7,754 South Pond Inflow B 51, 61 Combine 14,15, 17, ------- 1.007 ------- ------ 2.226 2.949 3.609 4.289 South Pond Inflow C 32.53,54. 62 Combine 59,60,61 ------- 4.040 ----- ----- 8.624 11.34 13.81 16.35 South Pond Inflow 63 Reservoir 62 --- 0.310 ------- ------- 0.890 1,270 1.790 2.629 South Pond Overflow 64 Combine 23,24, ------- 1.264 ---- --- 4,622 6.884 9.020 11.27 DP#1-N.E.Corner Overflow I65 SCS Runoff ------ ---- 0,611 ------ ------- 1.756 2.487 3.166 3.873 6 66 SCS Runoff ----- ------ 0.180 ------- ---- 0.266 0.311 0.351 0.391 10 67 SCS Runoff ------ --Y-W 3.444 =-- '^-" 5.093 5.970 6.736 7.502 Roof Drainage(11) 68 Combine 20,21.22, 6.063 10.05 12.26 14.23 16.21 North Pond Inflow 25 66 67 Proj.file: Proposed Drainage-3424.gpw Friday, 01 /15 12016 5 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 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) r 1 SCS Runoff 0.176 2 726 627 -- - --- - = 1 2 SCS Runoff 0.263 2 726 907 C.B.#28 3 SCS Runoff 0.348 2 724 1,043 ----- ----- ---- C.B.#30 4 SCS Runoff 0.120 2 724 404 --- ------ ----- C.B.#3 5 SCS Runoff 0.456 2 730 1,811 ----- ----- ----- C.B.#27 - 6 SCS Runoff 0.125 2 724 375 --- ------ ---- C.B.#33 7 SCS Runoff 0.153 2 724 458 ----- ----- ----- C.B.#32 8 SCS Runoff 0.931 2 746 5,894 ---- ---- ---- South Detention Pond 9 SCS Runoff 0.488 2 726 1,675 ----- ----- ----- C.B.#22 10 SCS Runoff 0.419 2 730 1,679 —� ------ ----- C.B.#22A „1 11 SCS Runoff 0.195 2 730 771 C.B.#26 161 12 SCS Runoff 0.101 2 724 307 ---- ------ ------ 8 ` 13 SCS Runoff 0.243 2 730 993 ------ ------ ----- C.B.#26A 14 SCS Runoff 0.094 2 724 283 ----- ------ ------ C.B.#24 15 SCS Runoff 0.104 2 724 312 ----- ------ ------ C.B.#25 16 SCS Runoff 0.434 2 724 1,403 ----- ------ ------ C.B.#17 17 SCS Runoff 0.582 2 728 2.246 ------ ----- ----- C.B.#21 18 SCS Runoff 0.060 2 730 322 ------ ----- ------ Yard Drain#4 19 SCS Runoff 0.436 2 726 1,525 ----- ------ ------ C.B.#16 ` 20 SCS Runoff 0.332 2 726 1,132 --- -- --- C.B.#15 ## 21 SCS Runoff 0,210 2 724 707 ----- ------ ------ C.B.#18 ` 22 SCS Runoff 1.205 2 726 4,181 ---- ---- ---- C.B.#19 23 SCS Runoff 0.418 2 742 3,288 ------ ------ ------ 7 24 SCS Runoff 0.908 2 734 4,675!I ------ ---- ------ 5 25 SCS Runoff 1.232 2 732 5,501 North Detention Pond 26 SCS Runoff 1.342 2 736 7,462 ---- ----- ------ 4 27 SCS Runoff 1,992 2 762 15,612 Discharge Point#3-NW Corner Over 28 SCS Runoff 0.849 2 730 3,463 ----- --- ---- C.B.#10 i 29 SCS Runoff 0.414 2 724 1,299 ------ ---- ------ C.B.#10A 30 SCS Runoff 0,366 2 726 1,251 ------ ------ ------ YARD DRAIN#6 31 SCS Runoff 0.210 2 724 707 ----- ---- ---- C.B.#9 32 SCS Runoff 0.120 2 724 404 -- ----- C.B.#29 33 SCS Runoff 0.359 2 724 1,212 ---- ---- C.B.#5 34 SCS Runoff 1.042 2 730 4,177 YARD DRAIN#7 Proposed Drainage-3424.gpw Return Period:2 Year Friday, 01 /15/2016 7 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 309 2016 by Autodesk,Inc,v10.5 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph r No. type flow Interval Peak volume hyd(s) elevation strge used Description (origin) (cis) (min) (min) (cult) (ft) (cult) r 69 Combine 14.58 2 724 59,149 36,55,56, ---- ----- North Pond Combine Flow 57,58,68 70 Reservoir 0.409 2 1096 41,224 69 308.87 44,446 North Pond Overflow 71 Combine 1.974 2 734 51,344 26,65,70 ------ --- DP#2-To Wetlands 72 SCS Runoff 0.294 2 728 1,237 ------ ------ ----- DP#5-To Existing Q.H.S.Grounds{ 73 Combine 0.272 2 726 956 1,41, ---- - — DP#4-Foster Street Catchbasins 74 Combine 0.504 2 728 15,330 11. 12,13, ------ --- DP#6-Discharge to Arnold Way C.B. _. 63, �n I � k _ I Proposed Drainage-3424.gpw Return Period: 2 Year Friday, 01 /15/2016 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCADV Civil 3DO 2016 by Autodesk,Inc.00.5 Hyd. No. 1 1 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 9.00 0.00 0.00 Travel Time (min) = 7.82 + 0.00 + 0.00 = 7.82 Shallow Concentrated Flow Flow length (ft) = 5.70 52.28 0.00 Watercourse slope (%) = 9.00 2.50 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.84 3.21 0.00 r Travel Time (min) = 0.02 + 0.27 + 0.00 = 0.29 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 ITotal Travel Time, Tc .............................................................................. 8.10 min I l _I I r� 11 Hydrograph Report —� Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01!15/2016 Hyd. No. 3 C.B. #30 -� Hydrograph type = SCS Runoff Peak discharge = 0.348 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,043 cuft F Drainage area = 0.160 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type Ili Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.110 x 98)+(0.010 x 74)+(0.040 x 61)]/0.160 C.B. #30 Q (cfs) Hyd. No. 3--2 Year Q (cfs) �R Ill 0.50 0.50 0.45 0.45 0.40 _ _ 0.40 0.35 0.35 _ __._.:_" ....._..._ •..:...._. _.._......._._..._:..._._...._...:__.......... ........... - ---._.-._....... - __....._..__..a.................- ------------ - _...._.. _._....._.. - - -._....... .._..__.._._......_. _.--._.._.._._..__ __ _ _..:._._.._.. ...__... -------------------------------- ---------------- 0.30 0.30 -----...-----------------------__...... ....... ...... _ . _._.._ _._._.._.. .__.._........ - ..,. __..:....._ .....:_..:.._.......,..._._.. p 0.25 0.25 J _.._. ..._.._.._..__...__.__..._.........___._........_._"......._.._...._...._.,w_w _.___.._..___......_............_.... .................__.._.. ..._...._._ _.._._.._.__._._...,_..__......._._ 0.20 0.20 _.._._w.... ...-._._..._......._................... _...._.. ._ .... "....._.._:..:._.:_._..:. _.........._...._...__.".......__.._.__ ..,.__.,..._....._.:._ _:._. .._::.�_r__ .... 0.15 _ 0.15 0.10 0.10 __. 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 i Hyd No. 3 Time(hrs) I E 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D0 2016 by Autodesk,Inc.00.5 Friday,01 1 15I 2016 Hyd. No. 5 C.B. #27 Hydrograph type = SCS Runoff Peak discharge = 0.456 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 1,811 cuft Drainage area = 0.420 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.150 x 98)+(0.050 x 74)+(0.220 x 61)110.420 I�f C.B. #27 Q (cfs) Hyd. No. 5--2 Year Q(cfs) __....._ ....._...._ _,.... ...,...: ...._.._..».._.... __........,. ..___ ........... ........................._....._....._:._....:._................. _ ....:. 0.45 0.45 - - --- _ . ....-_::_: -.-...._... _.._..................... ..._....... w._..:..,............................._............_................_. 0.40 0.40 0.35 0.35 ............. »..._N._ _... __. .-._ __.._.. _.. ..__ _..-. _.._.......... _..... _._...._- 0.30 0.30 _._..._.,__..:m.d._....:..._...,.:..................._....,....._.._...:_..._.._.._.»...... - ..................................w. ..._.....:..,...__......:............_.... 0.25 _ ^_ 0.25 ._-.......................... ......... ..............____._.__..n_.._. ...M__....__.._......._........_._. 0.20 _ 0.20 -- _ ...w.._ ..:...._.:........_..._ ._.. .._............ .._ .�..... ... 0.15 0.15 I _.._ ...:_...._.- _._ _........ _M_.......... ............._.__...._.+ :: _.. .. - _..._ 0.10 0.10 _.. n __w......_ ._._.....,. -..........._.._........w._.. _._..__._. ..._.._.. .. ._.w...... ........w . ................... 0.05 v___.w... .._.. _ .._,...__......_.._._.. _.....__.....,,_..........-.._ 0.05 _...�.__._M. ::................._._. __._._..........:. _..._....,..__.__.._...__...._..........._.....,.. .,:._,... ___.... ..... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 5 Time(hrs) 15 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD(l Civil 31D®2016 by Autodesk, Inc.v10.5 Friday,01 1 15!2016 Hyd. No. 7 C.B. #32 Hydrograph type = SCS Runoff Peak discharge = 0.153 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd, volume = 458 cuff r Drainage area = 0.080 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min =� Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 r Composite(Area/CN)=[(0.050 x 98)+(0.030 x 61)]/0.080 C.B. #32 Q (cfs) Hyd. No. 7--2 Year Q(efs) 0.50 0.50 __.... . _....... - ............. 0.45 _ 0.45 0.40 _ 0.40 w...� M... . _. 0.35 0.35 -- --- -------------.-------------------------------- --_ _._._..-. _.._. 0.30 0.30 _.._.._.__ .. .. _.._...-...._..-...._._.-...._-.....-.-.-..._...-.-_...-_-_-------.--------__._..._... __._... _ _..__.. ....__..._.. --- - _._ ..._.._..........._ _ 0.25 0.25 E0.20 _:....__....... .......... _.:.. ._._...:....._.............. .......T.._._._...:_....._ .._...........-......:._........_.. ...... ........_. ....:..........._......_...---............... .............. 0.20 . _ __......._ ................................ -... :_:... v.: _...::.:.. ..:... _._._._.......:..._................................................_..... _......,__,:...:.._.._....._..._......_.:._......,.:.... ..... ....:... ..._...._..__...._........ ,..._.__..._.._..._... .................. 0.15 0.15 0.05 0.05 ..-----...�.. ...._...... ._..........��... _._......_.__..._... . .....:............. ... .._.._.... __.x._..M . 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 7 r� 17 TR55 Tc Worksheet r� Hydraflow Hydrographs Extension for AUtoCADO Civil 31D®2016 by Autodesk,Inc.A0.5 r� Hyd. No. 8 South Detention Pond r� Description A B C Totals Sheet Flow r� Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 r Land slope {%) = 0.50 0.00 0.00 Travel Time (min) = 24.86 + 0.00 + 0.00 = 24.86 Shallow Concentrated Flow Flow length (ft) = 368.76 0.00 0.00 Watercourse slope (%) = 6.30 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.05 0.00 0.00 Travel Time (min) = 1.62 + 0.00 + 0.00 = 1.62 Channel Flow d X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 _ Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc .............................................................................. 26.40 min :C f I l f U 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D0 2016 by Autodesk,Inc.00.5 Friday,01!15/2016 r Hyd. No. '10 C.B. #22A r Hydrograph type = SCS Runoff Peak discharge = 0.419 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 1,679 cuft Drainage area = 0.410 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tic method = User Time of conc. (Tc) = 10.00 min Total precip. = 3,20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.250 x 61)+(0.010x74)+(0.150 x 98)]/0.410 1 r C.B. #22A Q (cfs) Hyd. No. 10--2 Year Q(cfs) r 0 ..... ll .50 0.50 0.45 _..... ..,_.:.____ _.........__.....,, 0.45 0.40 0.40 ................ __......_._....__....,._...... ._...-.._ - .._.. ... ... ........- -..._, 0.35 0.35 _..._-........ ._........ ._. ......-.._.__.___..__..__. 0.30 _.__.._....... M..._, .....__.............._......,....._._.._.:.. _._._. ............__._._._........_......._..._..:._................_.._.r...._:..._..,., .... 0.30 0.25 0.25 _.__........._._ _.__._._..._ ..... .. ......._..,....................... _._- ._........_:_._:._ ... _.....�.......... ._.........._... 0.20 0.20 _ .__..............___ ...._..._m_....._r... 0.15 ___.____.._._.._._._._....... __..__-.._..... .-........_.......M____.__._.. .� 0.15 0.10 0.10 ..,..... ......_........�__......_... . .... _....,..,._.. ._...__....__ _........._ 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) EHyd No. 10 1 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2016 by Autodesk,Inc.v10.5 Friday,01/15/2016 s Hyd. No. 12 g Hydrograph type = SCS Runoff Peak discharge = 0.101 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 307 cuft Drainage area = 0.040 ac Curve number = 91* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area1CN)_[(0.030 x 98)+(0.010 x 71)]/0.040 L 8 Q (cfs) Hyd. No. 12--2 Year Q (cfs) 0.50 0.50 __...._._......_._..._......_.:.--.......... ----...._..---.---- ,_._..._._.:... :...._. :.:. ._.....:......:....,.............V......... .......,.-,_.:_._...._.......__........._..._.._.._......._.. I� 0.45 _ 0.45 _.. ...........:::......_........................................._.._ ._..._..................._._..._....__w......._...,.,._..w........_.. _M .._...�.. .:__ _......._._..,........ _..._....._..... 0.40 _ _.w....... 0.40 _.. M......_._ .._....:............ . _-...___----- --..._..-. 0.35 _.._ _ 0.35 ___ .. ____......_.._.. ....-...... _.._._..___.._:.._.__._...._._.._:...._._.. ...___......_..._ .._ _..._....___ __........_.._._..__.:... 0.30 0.30 ................._.. ..._ . ....._.. _..__...._._.. ..__..._._.._..._ __ ___......_ ----------- -..._........._.._._ ._.....__........_....._..--- .._. .. .�.._._...... 0.25 0.25 0.20 _N._...... _......._.._ _. �.. _.._._....._. _._...__ . ._.._:.�. _............ _...... 0.20 _... ....... .............._............_...__...__..._........ ._..._.. _ : �. ........ -- 0.15 0.15 0.10 0.10 ........._.........._._...................,......._._._:.........,. .. .._N w..m._. _.. .._._.__ ......._. ........_.-......_........._.._.......-----......:....._....:_._.._...._..::._......:.._...._.....__.... _......_....:...:_ ._.--------------- ............... _:.__�_ _w_. .. ._.._... ..__..__. ......__............_.............. m..._....._...:...::...:: �._. _.... 0.05 0.05 ......._......_........._.._.._ . ... m.._�_.............___.. _ ___ m _...... _.......__..�.w ... ..M..._._.... .__ .._ :._... .. 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 12 Time(hrs) I 1 23 F] Hydrograph Repoft Hydraflow Hydrographs Extension for AutoCADO Civil 3DD 2016 by Autodesk,Inc.v10.5 Friday,01 /15/2016 Hyd. No. 14 C.B. #24 r� Hydrograph type = SCS Runoff Peak discharge = 0.094 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 283 cuft Drainage area = 0.040 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min -� Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0A30 x 98)+(0.010 x 61)]/0.040 C.B. #24 Q (cfs) Hyd. No. 14--2 Year Q (cfs) 0.10 0.10 0.09 .......:...... w.. - -- .._..^--.-- --w.... .. .__....._� 0.09 ......._...:.......:...._....... ...........:....._.....:..:..:.:..._....:......_. _:..._.__.._.__....- __._...._:. ......_...........__............ _.........."........_....-.._"...:..."........-._.................._......,.. 0.08 0.08 ..."o . :. 0.07 0.07 0.06 0.06 0.05 0.05 0.04 _...._.:.... 0.04 - } .. _... ..._.-_----- . .._..._a..... .._�._.... _ ............._...:...._ ..._.._..... _ ........,.....__...... l. : _.y.... :w :::.: 0.03 0.03 _............. .._.._............._.... _. _�._..� ._ _..... _." .. ... _..._...._.._...._.. __a_._._._� ... ._ ... .._.mm ................ _._. - = :�:=- 0.02 0.02 _. ...............:._............_........_.._ ....__..... x. ._..._._ ..... ..._...... _.�_� _ _.._......._ _.. 0.01 0.01 I 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 --- Hyd No. 14 Time(hrs) 25 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DV 2016 by Autodesk,Inc.v10.5 Friday,01!15!2016 Hyd. No. 16 C.B. #17 Hydrograph type = SCS Runoff Peak discharge = 0,434 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,403 cuft r Drainage area = 0.150 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min r� Total precip. = 3.20 in Distribution = Type Ill Storm duration = 24 hrs, Shape factor = 484 Composite(Area/CN)=[(0.140 x 98)+(0.010 x 61)]10.150 C.B. #17 Q (cfs) Hyd. No. 16--2 Year Q (cfs) 0.50 0.50 _. ................................. .--------- ._------ _.---------------- _..--.................. ............-- _._,.,...._,....._ ............_......_: :......... ..:...._..:...._...... .............._. - 0.45 0.45 _............ ......._ ._......__._............_.........-.,..._..._..._...................._........_.... _.w_...... ..................,.._.._....._.,_. .:............._..............._.-._. ................_:.,...._. 0.40 0.40 _...._... __._.._... ..._........_.__...__.._. ____._..._..............._........._...__........ ...._... - _._..._......... . ........... __.._..._._......_ 0.35 0.35 - - - - - - -.. -- -------. - --..._. ---.._. _..._..._.._ 0.30 0.30 w. _.._ ..-_..._.__... ._w.,_.._ ------ -------- -........._.---- _ 0.25 0.25 _-..-_-.-.__.---------.--.-.-._..._._...........__.__ 0.20 0.20. ._._.._.____.._.._...-......� ._.._._�._._._ . .�-_...._.._.____...___.__.. __.._._._...._.......... _.._.. _....:._.............:.:..................._,.._....._._.._.. ...,...w..u,..,,..:......:.....:... 0.15 0.15 _�.__... _.... .._..._ _ .._. _ ....__. __._... «�::_ .... .: 0.10 0.10 _...._w....,.... .._ _ -- . W M.........,. _.... _. _........_ _._.... ..__........ 0.05 M_._ 0.05 0.00 0.00 0 2 4 $ 8 10 12 14 16 18 20 22 24 Time(hrs) Hyd No. 16 1 27 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk,Inc.00.5 Friday,01 !15!2016 Hyd. No. 18 Yard Drain #4 Hydrograph type = SCS Runoff Peak discharge = 0.060 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 322 cuft r� Drainage area = 0.200 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conic. (Tc) = 7.00 min r-lTotal precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.200 x 61))10.200 Yard Drain #4 Q (cfs) Hyd. No. 18--2 Year Q (cfs) r� 0.10 0.10 ........:.. ._ _.,._....._.:._._.,....._... ...... _.. ......_......,......,.,...._......_. .......... ..................._.,....,.,................_.._..... 0.09 _ _ _ ... ._.. .. 0.09 ............... ;:: :::' -- - ��.-� : : ::::: :.�:::: :.:_::::. ............. ............ _......__...... ....._._.........._.._.:........_._........_.._... _.....__._..:.. . . ... .._..._..... .:........... ..... ... ..a_._ _:...... ...._:...._._.. _.. 0.08 0.08 0.07 0.07 _......._............:................_....._......___..__._.................................. w.__._.__....v. ......_.-_ .__ __._ _.._.r_.............._..._.. ....._....._._:..:........._. ._..__........ 0.06 0.06 _............._.._.._...._.........................._...._.._._...._ __.r_....�__.._....... ...._......M_.__._........._......_.......... _.._._..:.._:_.._.:.......:._....._._......_........... ._.........._... - _.._._.._..__.......__....._........._._._..._......__ _..._...._. --- - - ---------- - .__._..._.. -- 0.05 0.05 _ ...._..._..........._........... _...._........_....................._...............................- 0.04 0.04 0.03 _ 0.03 0.02 0.02 _..................:................_ _..... .: ............__...__........_...____..__... .... _. ... ......._ .._._..._ ........._. .........._.............,:.._....._ _....:...-..._............. ............ ..... ..... .... _.._ ...._ .._...:............._............._..._-__...:...... ......................_._... __....:...w.. . ............. 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 18 29 Hydrograph Report r� Hydraflow Hydrographs Extension for AutoCADD Civil 31D®2016 by Autodesk,Inc.v10.5 Friday,01/1512016 Hyd. No. 20 C.B. #15 Hydrograph type = SCS Runoff Peak discharge = 0.332 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 1,132 cuft Drainage area = 0.170 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.090 x 98)+(0.010 x 61)+(0.070 x 74)]10.170 I r ilnj '_[{ C.B. #16 Q(cfs) Hyd. No. 20--2 Year Q (cfs) 0.50 0.50 R 0.45 _ _ 0.45 _.,.__.._ v _ ..._..._.__._. .. _ _...__.._._....._._. k�.._.__.. .._.. _...._ . _....._._..._.._.._....._. 0.40 0.40 _ 0.35 0.35 0.30 0.30 0.25 -._" , .... - '__.. ... ...._..' - 0.25 __ _..._.._.-....__.... _.___.__...__...._____...__-__......__..._-.._.._...._ ..__. _._..._..... ._ __....-........_._w..........._...___........__ ..._......._...._ _................_.. 0.20 0.20 0.15 _....... 0.15 0.10 0.10 0.05 0.05 _..._.._._.._w_......_.. __ __._ - _.........._ ._... .......... . 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) i Hyd No.20 31 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2016 by Autodesk,Inc.00.5 Friday,01 1 15 1 2016 r Hyd. No. 22 -� C.B. #19 r Hydrograph type = SCS Runoff Peak discharge = 1.205 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 4,181 cuft r Drainage area = 0.510 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 fit Tc method = User Time of conc. (Tc) = 7.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.360 x 98)+(0.150 x 74)1/0.510 r C.B. #19 Q (cfs) Hyd. No. 22 --2 Year Q(cfs) r 2.00 2.00 ±�J _.. ...___ -- - ._.........._........._...... ._......__._ .._.__._._....__ ----._.-..- _..._..W... ._._ .�__... 1.00 1.00 .......... _.........___._._ ._.__.........................._.___......._ __.:__....,_.__-.. ._..__...,...__...._.....__....__._._.__. 1 0.00 0.00 J 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 22 Time(hrs) 33 TR55 Tc Worksheet r� HydraBow Hydrographs Extension for AutoCAD@ Civil 3D®2016 by Autodesk,Inc.00.5 Hyd. No. 23 7 r Descriation A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 r� Land slope (%) = 3.40 0.00 0.00 Travel Time (min) = 11.54 + 0.00 + 0.00 = 11.54 [ Shallow Concentrated Flow Flow length (ft) = 824.71 0.00 0.00 Watercourse slope (%) = 5.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) =3.85 0.00 0.00 r.U y Travel Time (min) = 3.57 + 0.00 + 0.00 = 3.57 1 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 .............................................................................. 15.10 min l E TR55 Tc Worksheet 35 Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2016 by Autodesk,Inc.00.5 Hyd. No. 24 5 r Description A B C Totals Sheet Flow �D Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 r Land slope (%} = 6.00 0.00 0.00 Travel Time (min) = 13.84 + 0.00 + 0.00 = 13.84 Shallow Concentrated Flow Flow length (ft) = 378.00 0.00 0.00 Watercourse slope (%) = 8.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.76 0.00 0.00 Travel Time (min) = 1.32 + 0.00 + 0.00 1.32 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.............................................................................. 15.20 min _ I _ i 37 TR55 Tc Worksheet j Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2016 by Autodesk,Inc.v10.5 Hyd. No. 25 North Detention Pond r Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 14.27 + 0.00 + 0.00 - 14.27 Shallow Concentrated Flow Flow length (ft) = 152.96 0.00 0.00 I` Watercourse slope (%) = 16.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.55 0.00 0.00 fi Travel Time (min) = 0.39 + 0.00 + 0.00 = 0.39 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 14.70 min { ._ I 39 TR55 Tc Worksheet Hydraftow Hydrographs Extension for AUtoCAD®Civil 3D0 2016 by Autodesk,Inc,00.5 Hyd. No. 26 4 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 14.27 + 0.00 + 0.00 = 14.27 r0 Shallow Concentrated Flow Flow length (ft) = 84.72 187.60 0.00 Watercourse slope {%) = 2.70 14.90 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =2.65 6.23 0.00 �l Travel Time (min) = 0.53 + 0.50 + 0.00 = 1.03 Channel Flow _1 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 Mannin 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 ITotal Travel Time,Tc .............................................................................. 16.30 min _ l f 41 TR55 Tc Worksheet Hydraflow Wydrographs Extension for AutoCAD®Civil 31302016 by Autodesk,Inc.v10.5 r- Hyd. No. 27 Discharge Point#3 - NW Corner Overflow (3) =� Descrintion A B C Totals Sheet Flow r Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 -� Land slope (%) = 1.00 0.00 0.00 i Travel Time (min) = 49.33 + 0.00 + 0.00 = 49.33 Shallow Concentrated Flow Flow length (ft) = 829.95 0.00 0.00 �i Watercourse slope (%) = 5.10 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.64 0.00 0.00 ^l J Travel Time (min) = 3.80 + 0.00 + 0.00 = 3.80 r 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 r 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 .............................................................................. 53.10 min f 43 TR55 Tc Worksheet HydraflowHydrographs Extension forAutoCAD®Civil 3D®2016 byAutodesk,Inc.00.5 Hyd. No. 28 C.B. #10 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 -� Land slope {%) = 2.00 0.00 0.00 Travel Time (min) = 14.27 + 0.00 + 0.00 - 14.27 Shallow Concentrated Flow Flow length (ft) = 159.20 0.00 0.00 Watercourse slope (%} = 3.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.89 0.00 0.00 Travel Time (min) = 0.92 + 0.00 + 0.00 = 0.92 I Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 Flow length (ft) ((0))0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc.............................................................................. 15.20 min 4 45 Hydrograph Report Hydrailow Hydrographs Extension for AutoCAD®Civil 31)®2016 by Autodesk,Inc.A 0.5 Friday,01 /15/2016 Hyd. No. 30 YARD DRAIN #6 r� Hydrograph type = SCS Runoff Peak discharge = 0.366 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 1,251 cuft z Drainage area = 0.180 ac Curve number = 87* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conic. (Tc) = 8.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 - "Composite(Area/CN)_[(0.100 x 98)+(0.080 x 74)]/0.180 1 YARD DRAIN #6 Q (Cfs) Hyd. No. 30--2 Year Q MS) 0.50 0.50 0.45 0.45 .......................__... _._...._...._..._._._....._.......__..__...w_..__..._...-_.-___ .-._................ _._......_........_...... ........._:........................................ 0.40 0.40 - - ---- -_ - - -......._......_.._w....._......._ ................... 0.35 0.35 .......... . ....:......_. ..._._..._ ..._.. ._._............_..__ _ .__._... .... -- K __....... ...... ......._ 0.30 0.30 _..... ..._ .. _._.. .............._._...._ _. .- __ __ _....._....__.._.._._.... ....__-.._..............._...._...._......,................__....----_.. _._...__..... . 0.25 0.25 0.20 ............ :.. :' _. m' :::: 0.20 0.15 0.15 -------------- D.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 30 Time(hrs) l 47 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADV Civil 3D0 2016 by Autodesk,Inc.00.5 Friday,01115 12016 Hyd. No. 32 C.B. #29 -� Hydrograph type = SCS Runoff Peak discharge = 0.120 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 404 cuft -� Drainage area = 0.040 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type Ill R Storm duration = 24 hrs Shape factor = 484 `Composite(ArealCN)_[(0.070 x 98)+(0.150 x 74)]/0.040 C.B. #29 Q (cfs) Hyd. No. 32--2 Year Q (cfs) 0.50 ......_.... _....._..._....:._. 0.50 0.45 _._....._ 0.45 .. . -....... -. .-.. .................... .... . .. ... .. ..... . . --.._.--.._.._._.... -.._._..._._.. .._.., v .._..._._.._...._ ._._... _ - �.. _..___......_,..._.----- -.._._._.__....__. 0.35 _._ 0.35 _.__.__._....._.___. ...._.__..__......._.__.._.._.__�_.._._ _ ..._.......... .__._.._. ..._. _._.....__. ..__ 0.30 0.30 _..._._..............._._.._-_................ ..__.....__w_._..__. .__ ._..............._......__ ._.......__....._...__.___......_.....-_ ....... _ .... 0.25 0.25 ....... _..... .._--..._.._._..._..........._.__..,.._. .._ .._._..------..............._._......_._.__.._._.__..._..........._...._........._......._.._..............._.......__..._.. 0.15 0.15 0.10 0.10 _...__.._:.._.._..._.............. ._._.------_...._._......_........ _........ ...,:,__.:...: _ -_ ..._..... ...... ...,_.._... _..,. ._.. _... _.__._._. ...,....._..._.....:.�_:.._...,. _._..._.._....-..............__......._....: w .......................................�..-........_...._._.._. ...._ ............._.....-...,,..:.,._...._.,......__.. .. _....._...:......:.:.................__.... 0.05 0.05 :._. .._......._.....__._.........__ ......_.._._......_..._.....M_..____ __..._..... _...:...........w.......:.._..:.......:............ ..........M_....__.�........:.... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 32 Time(hrs) I 49 r- Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2016 by Autodesk,Inc.00.5 Friday,01!15!2016 Hyd. No. 34 YARD DRAIN #7 71 Hydrograph type = SCS Runoff Peak discharge = 1.042 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 4,177 cuft Drainage area = 1.020 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 _. YARD DRAIN #7 Q (cfs) Hyd. No. 34--2 Year Q(cfs) 2.00 2.00 L ..........-.... ..........,...... .._......... ..-...,,«.... ..:.........:. _........... .,_..-.- __._._..... .............. ............. 1.00 1.00 _._..-.___ ...x._.:..._ _..... I 0.00 0.00 f 0 2 4 6 8 10 12 14 16 18 20 22 24 26 --- Hyd No. 34 Time(hrs) I 51 Hydrograph Report _ Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2016 by Autodesk,Inc.v10.5 Friday,01/15 12016 Hyd. No. 36 C.B. #4 Hydrograph type = SCS Runoff Peak discharge = 0.150 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 505 cuft Drainage area = 0.050 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs, Shape factor = 484 r� _ C.B. #4 Q (cfs) Hyd. No. 36--2 Year Q (cfs) ~ 0.50 0.50 0.45 _.... 0.46 _ .... _..___s.. __ ---..._. _�.. -- :::. :. 0.40 _ 0.40 -- - ---- 0.35 0.35 p :M.Y.. 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 2 4 6 a 10 12 14 16 18 20 22 24 i— Hyd No. 36 Time(hrs) f 53 Hydrograph Report rHydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2016 by Autodesk,Inc.00.5 Friday,01/15 12016 Hyd. No. 38 C.B. #6 Hydrograph type = SCS Runoff Peak discharge = 0.180 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 606 cuft Drainage area = 0.060 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min i= Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 VC.B. #6 Q(cfs) Hyd. No. 38--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 ...__......_..... _ . ..,._......._..._....:..._:.,... ..._,..:M_. . ..._............. 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 f Time(hrs) — Hyd No. 38 55 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk,Inc.v10.5 Friday.01 !1512016 Hyd. No. 40 C.B. #2 Hydrograph type = SCS Runoff Peak discharge = 0.489 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,634 cuft Drainage area = 0.580 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.50 min Total precip. = 3.20 in Distribution = Type III D Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.440 x 61)+(0.140 x 98)110.580 C.B. #2 Q (cfs) Hyd. No. 40--2 Year Q(cfs) - 0.50 0.50 _...... . ._-. __............. ..._.. ..._.................... 0.45 _ 0.45 0.40 _ _ _ _ 0.40 0.35 0.35 _ _.. ... ,.._._._.,. .M...._...._..•._..._...___.......__....., v.w._._,......... . .__.._ M_.M.. .. .._ ... .... ..•..._:. ....._..__..._.. ...... .-... _.....,.._ ........................ 0.30 b _.. _..__...__ _..._..M. _. ,.. __._..... _..w.,._ r.._...... __._.... K 0.25 0.25 _..__._._.........__ - - ....._..__._ ........_......_._.. -- �._ ...__. _.....__ ..._............._ �........._._ ......._..._-......_...._..._......: .:.........._...----....._._... 0.20 0.20 0,15 _ _ _ 0.15 '" : ::. _:` 0.10 0.10 __.. ._.. ... __._._. ..:.�._..... _.... m_. .:._.. _�_�......................_ ....__ _..... _.._,�_._.........................._... , 0.05 0.05 --------------- 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 40 : 5• Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01115 1 2016 Hyd. No. 41 2 r- Hydrograph type = SCS Runoff Peak discharge = 0.100 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 329 cuft Drainage area = 0.110 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 fit Tc method = TR55 Time of conc. (Tc) = 5.90 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.020 x 98)+(0.050 x 61)+(0.040 x 71)]10.110 2 Q (cfs) Hyd. No. 41 --2 Year Q (cfs) IE 0.50 0.50 _._ .. ---- _...._._..._.__.._...._._. .............:._.......,.._._._...._ .._................. 0.45 0.45 0.40 _. __....._.._... ....:-_-.-...........:.....................-- _.........__.._......:....__..._......�...._ .. ....._._............. ..._......:......._._T...._.:......___....._....._.. _...... ._,.. ..__..... 0.35 0.35 __.._._.....--.------_._.. ._._..._.._.:......:_..____._.._...._.__-.__.__.._......._.__.....__._.____........._ ......... _._ _...._._...._.........__..__._......._......_...__.____....._._.... 0.25 0.25 _.._....._....._.... ...................... .........._..__..... ---------------------------------------. 0.20 0.20 _..._..:_...,._._.. ...._ .......... 0.15 0.15 -------------- D.10 0.10 .................. ..... .:.:....... ...._ ...._._......_. ...._........_. ......_....__.. ._ .. ._....._ __.._��_......._..:_.. 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 41 Time(hrs) I 59 Hydrograph Report Hydraftow Hydrographs Extension for AutoCADO Civic 3D®2016 by Autodesk,Inc.00.5 Friday,01/15 1 2016 r Hyd. No. 42 C.B. #31 Hydrograph type = SCS Runoff Peak discharge = 0.160 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 606 tuft Drainage area = 0.190 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.140 x 61)+(0.050 x 98)]/0.190 r� C.B. #31 Q (cfs) Hyd. No. 42--2 Year Q (cfs) 0.50 0.50 0.45 0.45 __ __ __ _ ____......_ __ ........__._.._ ..._..._ .._...._.._.... ..___ .._......._�...- ._---.......................................__._...w. 0.40 0.40 .. __.. _ w.:.. - 0.35 0.35 0.30 0.30 0.25 0.25 _.. .._._..-.. __._:.....__......._...._.................. - - ............_.__:.. ._.._.._.._. _..... __ .. _ ....__ _.---.-.----- _ _._.. ......._.... _.._........_._....._._.. _...._-..._..-......_..._........._...._._..-•-.--.--.... 0.20 0.20 0.15 0.15 0.10 0.10 .--......._._ ....._._._........_................... ....._ __....._.......... . _......._..._..... .................-._..........:.._.........,_........_... ..._....., .... ......_.._w....._......-._.. 0.05 0.05 _....._._..._...._m_�....._...... _...._. _.W..._.�.....w....- 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 42 Time(hrs) l 61 Hydrogiraph Report Hydrafiow Hydrographs Extension for AutoCAD®Civil 3D®2036 by Autodesk,Inc.v1 0.5 Friday,01 !15 12016 Hyd. No. 44 C.B. # 7 Hydrograph type = SCS Runoff Peak discharge = 0.119 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 666 cuft r Drainage area = 0.370 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.360 x 61)+(0.010 x 98)]10.370 C.B. # 7 Q(cfs) Hyd. No. 44--2 Year Q (cfs) 0.50 0.50 0.45 _ _ 0.45 - -------- :_;wn ------ -- ---:_:::µ :;�:_�:- �Y_:: :'_:r: :::_ 0.40 _ _ 0.40 0.35 0.35 _..._._...._ _.._...._..__...-....___......._..._. _.._..._---- ----------- ----- ------.._- �.._.....__.._. 0.30 0.30 0.25 ----� -- _: :: :.:::.. ..;......_M -:w:Ti ............. :::: ........... ":::: 0.25 _.... _� _..._...__...,._.__....__...._....._......._....__..._.._...-_._............-...... ...........-..._...._...................._...............__.._._._._...._._.........................._...__ 0.20 0.20 _._N..... ....__. .._._...._.........__..... ._. _._ .._ _.. .._ _... _ -.................. . ....w_...----._._._._................_,.........__...-_,.... _.._... __ _...4...._....:..�...__......_.._..._.. .-...... ........ 0.15 0.10 0.10 0.05 0.05 �.._....m._.............._. ............._.........._._..._.._. __ _.___ .............._......._....._....._. ... _. ..... .. ... .:.._........_.:.... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 44 Time(hrs) r" 63 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADV Civil MD 2016 by Autodesk,Inc.00.5 Friday,01 11512016 Hyd. No. 46 C.B. #11 r� Hydrograph type = SCS Runoff Peak discharge = 0.599 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs i Time interval = 2 min Hyd. volume = 1,840 cuft Drainage area = 0.230 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min -� Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.060 x74)+(0.170 x 98)]10.230 �i C.B. #11 Q (cfs) Hyd. No.46--2 Year Q (cfs) 1,00 1.00 0.90 _ 0.90 U -- - --------- - -- ... w__:.::: ::---� :wM.:: ... : 0.80 0.80 �-•�---�::: .':�._::�_ _._..T;�:�:: �:�.�:�..._ .^"::.�,� _^�._m_ ."'��:::; �:.:.:..�.�_:.::� wry± _`^ `�_:�::;,:V.- :- 0.70 0.70 _ -.-_.-- __._.._._._...__.___......___._.__...._.__.... _._._...__..._......_...__w__._.._.._..........__.._..__..._...._... _._......__..._. ....... I 0.50 0.50 0.40 0.40 0.30 _ 0.30 0.20 0.20 _....__.._ .._ ._.............._.... __..:...._._...... .._........ ........_...�.._.._.._._ .:._.._.._... ..._ .._.. ..._.:....:._..._.... .....:.....:....:._......._..._._._............ . ._ ....._.... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 46 Time(hrs) , i 65 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2016 by Autodesk,Inc.v10.5 Friday.01115 1 2016 Hyd. No. 48 C.B. #14 Hydrograph type = SCS Runoff Peak discharge = 0.511 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,550 cuft `-� Drainage area = 0.210 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conic. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.070 x 74)+(0.140 x 98)]/0.210 C.B. #14 Q (cfs) Hyd. No. 48--2 Year Q (cfs) 1.00 1.00 0.90 0.90 �...:.m_ .. _..:__...-.:_.._... 0.80 _ 0.80 _.. - - ...._.._............_. .._......:.._._,._....:._. ...._._-W.. �_ _......._.w .... ..._... _. ._M v_......_.._.:..:-._._.........._......._....... __..... _ _ 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 0 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No.48 Time(hrs) r� 67 r� Hydrograph Report HydraFlow Hydrographs Extension for AutoCADV Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01 115 12016 Hyd. No. 50 C.B. #12 Hydrograph type = SCS Runoff Peak discharge = 0.505 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 1,798 cuft Drainage area = 0.430 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User =Time of conc. (Tc) 8.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 p *Composite(Area/CN)_[(0.240 x 61)+(0.020 x 74)+(0.170 x 98)]/0.430 r-p Uff C.B. #12 Q (cfs) Hyd. No. 50--2 Year Q (cfs) 1.00 1.00 ... ............._.._......._.._.-..,... _ n...._- -------..-.._.._. _ .. ..,... ._�_.._._..m_._......._._._..._.._.._.... 0.90 0.9 0 0.80 0.80 ............. .. .. _.._ _..._ -.-.- _..._ _.._ _... W _.. 0.700.70 - ---------- _-.__._..._.____.,_.._...._ ---._......__..__ _ ... ._._ oso __.._ _.._. w.�_ .__._...._...__..__...��.......... ---- ---- -._..:----------__....._.__..__._...._-._... ----._... - __....__._.. 0.60 0.50 0.50 0.40 0.40 0.30 0.30 w_ _._w..w... _._.... ._. ...m__....._:. ww_. .------- ........ 0.20 0.20 _� ........______.,... ...... __.. _... ...._ _..w _ ._._ _.. .......... __._.._...... 0.10 _......:_._.__ MV .. ... _,._�_... _. .._.:V.Y_..._._...._... 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 50 Time(hrs) _ I 69 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01115!2016 Hyd. No. 52 _ Yard Drain #1 Hydrograph type = SCS Runoff Peak discharge = 0.234 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 1,379 cuft Drainage area = 0.830 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min -n Total precip. = 3.20 in Distribution = Type III f Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.790 x 61)+(0.040 x 71)]10.830 Yard Drain #1 Q (cfs) Hyd. No. 52--2 Year Q (cfs) 0.50 0.50 _..,._...�_..._._..... __.T.... .__...._..._..._..___.. 0.45 0.45 _....._._....... . - --._._._. -._...:__......W__.._. 0.40 .0.40 r w._..__.._...._"....--------- ._........:.............. _ _. _...__......__......._.. ..:_ .._.... .__ _......... ..,.....� ..._...................._... 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 w. ._._..._..___._........,.,.__........ :. w 0.15 _ _ 0.15 0.10 0.10 ---............-...--.___._-_.__.............._...M_..._....._.........__.._...._...__.w_._.m_ __....� _..._.....-- .. _. .__.._..,_.._ ............ _......__..._.._. .....�._... .............__..._......._..._ ....._..,.•.. ....... ..._....._.._.:..._. ....._.....__..._.. M K ..,.._ ._.. _.... ._.....:...,.:...,..._.._....._.... .._............._...:_._., 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 52 Time(hrs) 71 Hydrograph Report r Hydraflow Hydrographs Extension for AutoCAD®Civil 3DV 2016 by Autodesk,Inc.00.5 Friday,01/15/2016 Hyd. No. 54 Yard Drain #3 Hydrograph type = SCS Runoff Peak discharge = 0.056 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 332 cuft Drainage area = 0.200 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.420 x 61)]/0.200 Yard Drain #3 Q (cfs) Hyd- No. 54--2 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 __ ...._..._� .._.._..._._. ._._........w.._............... .... _.._.--..........._....- ......_._... ... _.._..._............__._...: ....._:....._....._.._.:...w-............ ................... ... v_...._..w..:.._.... - . . .... .. _ ___..... .:.. .... _................_._T :......__. _..__......,._._.:......:_:. . .__............_-..:....._-:----__._...-- --- ---- 0.07 OA7 0.06 0.06 -------------- w. ......_w.............-. ..-. ......._........,.. .-....__.-.. .. .. .............._......_............ ...._._..,...... _. : ._._..,......._...._..................._.... _...._........_-- •----------------- --------------------------------.. ....._._..__.__.:._..._.._..........- T...................._.._.,._._..,.�..... ....._........._. 0.0s 0.05 _._.__. .:...�-._.._.._..._..._._....-. - - ... _ __._....- - - -.. ......... ........ 0,04 0.04 JM.;... 0.03 0.03 N. .:_w,.. _. ---------- ....,�__ �_. .v._._,...._.. _...::...............:....R,..._...................... .�_.....- ....._ :._: W.....__ . _...__.. . .........._.... w... ---�:r-.. w..._..._..__._.,... . .w. . . .. 0.02 0.02 _....:.:.. :... :....:..:........:................:.............. ............�..:.....:... 0.01 0.01 ......_..._..�._... ...-....._ .._ ___._ -..... .. _ _ . _.M_..:...- _.._._..... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 54 Time(hrs) 1 i 73 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.00.5 Friday,01 115!2016 Hyd. No. 66 North Pond Inflow B Hydrograph type = Combine Peak discharge = 1,934 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs. Time interval = 2 min Hyd. volume = 9,082 cuft - Inflow hyds. = 28, 31, 44, 45, 46, 52 Contrib. drain. area = 2.130 ac L� North Pond Inflow B Q (cfs) Hyd. No. 56--2 Year Q(cfs) 2.00 2.00 � u 1.00 1.00 _._ _................ _.. _..__... M.M__. -........ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 56 - Hyd No.28 ---- Hyd No. 31 -- Hyd No. 44 Time(hrs) Hyd No. 45 --- Hyd No. 46 Hyd No. 52 75 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DQD 2016 by Autodesk,Inc.00.5 Friday,01 1 15/2016 Hyd. No. 58 North Pond Inflow(E) r Hydrograph type = Combine Peak discharge = 2.609 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 10,667 cuft - Inflow hyds. = 10, 29, 30, 34, 38, 47 Contrib. drain. area = 2.430 ac North Pond Inflow (E) Q(cfs) Hyd. No. 58--2 Year Q(ef8) 3.00 3.00 2.00 2.00 - .._._. _.__.. _.... .... ...... __.....,._ w....._.,. -.__........ _._.._..... . . .__....._.._ - _�------------------- ------- 1.00 1.00 �.. __.. _... ._ ._w._....-._..,_:...... ._ ._....::_._.._.... . M ..._. .. ..�.. __ .. ....._..._......w.. ,...._._. __......._._.._-.... .............. . ....... .... ... _ ......_..... _.....__..... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 58 - Hyd No. 10 - Hyd No. 29 - Hyd No. 30 Time(hrs) Hyd No. 34 --- Hyd No. 38 Hyd No.47 _ 1 77 Hydrograph Report r HydraFlow Hydrographs Extension for AutoCADO Civil 3D®2016 by Autodesk,Inc.v10.5 Friday,01116/2016 Hyd. No. 60 South Pond Inflow B r Hydrograph type = Combine Peak discharge = 1.639 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 10,459 cuft Inflow hyds. = 8, 9, 43, 51 Contrib. drain. area = 3.630 ac R i_ South Pond Inflow B Q(cfs) Hyd. No. 60--2 Year Q(cfs) ` 2.00 2.00 w. .... ............. r { 1.00 1.00 0.00 56 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ---- Hyd No.60 o Hyd No.8 -- Hyd No. 9 - Hyd No.43 Time(hrs) - Hyd No.51 79 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@)2016 by Autodesk,Inc.00.5 Friday,01 !15/2016 Hyd. No. 62 L South Pond Inflow Hydrograph type = Combine Peak discharge = 4.040 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 20,225 cuft Inflow hyds. = 59, 60, 61 Contrib. drain. area = 0.000 ac South Pond Inflow Q (cfs) Q(cfs) Hyd. No.62--2 Year g5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No.62 --- Hyd No. 59 -- Hyd No. 60 Hyd No.61 Time(hrs) I Pond Report 81 Hydraflow Hydrographs Extension for AutoCADO Civil 3082016 by Autodesk, Inc.v10.5 Friday,01/15/2016 Pond No. 1 - South Pond Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=317.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 317.50 10 0 0 0.50 318.00 10,165 1,749 1,749 2.50 320.00 15,451 25,430 27,178 6.50 324.00 23,905 78,092 105.270 7.50 325.00 26.270 25,076 130,346 D Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 15.00 6.00 10.00 0.00 Crest Len(ft) = 7.33 0.00 0.00 0.00 Span(In) = 15.00 6.00 10.00 0.00 Crest El.(ft) = 322.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 315.00 318.50 320.00 0.00 Weir Type = 1 --- --- --- Length(ft) = 262.00 0.00 0.00 0.00 Multi-Stage = Yes No No No ` Slope(%) = 1.90 0.00 0.00 n/a 1 N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000(by Contour) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:CulvertlOrlfice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(Ic)and submergence(s). i- Stage(ft) Stage I Discharge Elev(ft) 8.00 325.50 6.00 323.50 4.00 321.50 _.._,.............,... . ...,_.....__...__. .........__....:... ..,::,__....,...:...,._-...-_...._.................._ 2.00 319.50 _._._._........ -.... ._.._._..... _....._......... '... ..................__....._....._..__._......---------------.-------.._._._--------- 0.00 317.50 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 Total Q Discharge(cfs) 83 Hydrograph Report Hydraflow Hydrographs Extension for AutoGAD®Givil 3D®2016 by Autodesk,Inc.v10.5 Friday,01!15!2016 Hyd. No. 65 6 Hydrograph type = SCS Runoff Peak discharge = 0.611 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 2,659 cuft ` Drainage area = 1.220 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.00 min r Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 r] Composite(Area/CN)_[(0.860 x 61)+(0.300 x 74)+(0.030 x 85)+(0.030 x 89))11.220 J 6 Q (cfs) Hyd. No. 65--2 Year Q(cfs) 1.00 1.00 _,:,....._._..._ w._.k._._.__m..... __._........_... _. ..:.,.......:...... ........._....._. .,.. ,.........._..........._ _.. . 0.90 0.90 .._......................................._......_._._...._.......-._,...v......_...._.................................._..._..:._........---:-..-:.-.---.----.-.. ............._......._..-..._-_. -:._..____.. .........,.... ...............-................_ .__.._.__..................... ._�--- .------ �...,......._.:............,..-..._.....:......:. ._.......,....... 0.80 0.80 r................,.,.._...-....._._......._._._.._ _:....._... -..---•--......•.... ............... 0.70 0.70 �...__._. ._ __ ._.__.__ ._.._._._.,_.._.._.._...... __ ....._...._.__... .........._._ _ ------._.-....... -- - - ......... 0.60 0.60 __ ...__._....._w_.._...... -..._.._ ------ - __._...__._._........_- - -- _..._ :..:......:.....:._....:.. _._.........: _ 0.50 0.50 0.40 0.40 __„_....._...w..,.__..___.._...:.............................K...:...._..------•................_._......... ...._.:..._......._. .,...,..,..:..........._._...._.:.... .............__..:... : ...._..:.�....__.. ..—._M,n...._..._,. ....,- 0.30 0.30 ...__.._....._....................._...,_._ ...... _:.... .__......-•----...._._.._._.w _ _.....— :. _........ ._ ....................._.._ . ._._... _ ._. ... . _ ..._...... _. .,.._._..,.....--..........._....._.._ _. 0.20 0.20 0.10 __...___.. .. ....._ _....._._..... ._.._,..._...__._. 10 _..._ _.,.. .._. ...........,....__..Y............_........._._.. ._._.......,.._._._ _.. ...._... . . m_.._..�._.._.__. ---- ..... 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No.65 85 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil MOD 2016 by Autodesk,Inc.v10.5 Friday,01 /15!2016 Hyd. No. 67 Roof Drainage (11) r- Hydrograph type = SCS Runoff Peak discharge = 3.444 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 11,614 cult Drainage area = 1.150 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Roof Drainage (11) 1111 Q (cfs) Hyd. No.67--2 YearQ{cfs) 4.00 4.00 __. __ -------- _:..__.......... ..�._.._ ......... _ __.. _ r 3.00 3.00 2.00 2.00 1.00 1.00 .._.......... ._................ .......... ... .......:.......__..._......._............... ..._......w.... ..:.....-.... ._...... .......... ._.�_.`. _.. � ...... _ r............... _. 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 - Hyd No.67 Time(hrs) f 87 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Cavil 3130 2016 by Autodesk,Inc.v10.5 Friday,01116/2016 Hyd. No. 69 North Pond Combine Flow Hydrograph type = Combine Peak discharge = 14.58 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 59,149 cuft -R Inflow hyds. = 36, 55, 56, 57, 58, 68 Contrib. drain. area = 0.050 ac r. North Pond Combine Flow Q (cfs) Hyd. No. 69--2 Year Q (cfs) 15.00 15.00 12.00 12.00 _.._.__. _. .. _.__.. �_ ...._.. _..__. _....._.. __._..__... .,___ ...... _ 9.00 9.00 _._.._.. _.M.__----- ._._._... _._._ _ .. w ... m`. w. ._. ....,.. _... _.._. _ ...__._... f 6.0a 6.00 3.00 3.00 I 0.00 0.00 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 69 -- Hyd No. 36 - Hyd No. 55 - Hyd No. 56 Time(hrs) Hyd No. 57 ----- Hyd No. 58 Hyd No.68 _ f Pond Report 89 r Hydratlow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc.v10.5 Friday,01 115!2016 Pond No.2- NORTH POND Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=307.00 ft Stage/Storage Table I !�� Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 307.00 22.001 0 0 0.75 307.75 23,058 16,894 16,894 1.00 308.00 23,997 5,881 22,775 r� 2.00 309.00 26,050 26,014 47,789 3.00 310.00 28,162 27,097 74,885 4.00 311.00 30,333 29,238 104,123 5.00 312.00 32,562 31,437 135,561 _f 6.00 313.00 34,985 33,763 169,323 l Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 24.00 4.00 12.00 0.00 Crest Len(ft) = 7.33 0.00 0.00 0.00 Span(in) = 24.00 4.00 12.00 0.00 Crest El.(ft) = 312.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 305.00 307.75 310.00 0.00 Weir Type = 1 Length(ft) = 70.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 n/a r N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfli.(In/hr) = 0.000(by Wet area) Multistage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Ctiflce outflows are analyzed under inlet(ic)and outlet(oc)control.Weir nsets checked for orifice conditions(ic)and submergence(s), L A Stage(ft) Stage/Discharge Elev(ft) 6.00 313.OD 5.00 312.00 _....._...._. .__ w �. ...... _ ._.._.. ...._......._.. . ._-........_..,,.»,. ....._.... ......................._. ...._..._.........................._ 4.00 _ 311.00 _..._._....__......._.....__...............__ ...__..._._._....._._......_........... ....................... .......... 3.00 H ... �._.._.... _.. 310.00 w...w._ ....._.._...�. .w. . .�_. �_.. .... _ __..._.._ I2.00 309.00 _ _....... _._._.... ------ ...... ...................._... .,.........._.._... ..._._.._.. _ .... -_.._......._._ .._.._.__.._.._.........._.._ _ ._......_.... ..... ......... ..., i1.00 308.00 307.00 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 -Total Q Discharge(cfs) 1 91 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3002016 by Autodesk,fnc.00.5 Friday.01115 1 2016 Hyd. No, 72 DP#5 - To Existing O.H.S. Grounds (9) r Hydrograph type = SCS Runoff Peak discharge = 0.294 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 1,237 cuft Drainage area = 0.530 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.40 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 t- *Composite(Area/CN)_[(0.240 x 61)+(0.290 x 71)]/0.530 , I _ DP#5 -To Existing O.H.S. Grounds (9) Q (cfs) Hyd. No. 72 --2 Year Q(cfs) 0.50 0.50 IJ �_ - .. ..._...._....._.._�......._.......:..__._ ..._... . __..._..__.._.._.:_......_ _._.......-...._.._.__......._.___._.____._._.._......_...-:.._._...__........._...........:._......... ..::...................-................................. ... f 3 0.45 _ 0.45 0.40 0.40 _ _...:.....:................................................_......_.__.:..._.._...._....._.._.._.._.._.__.:.._m..r..........._..._._:.._._......:...........:......_....._._....._._... - --- _ _......... - -- _.-T .__.......M„_._._ .. ._ ...._.. _ _.. .. ------------------------------.------ ----. _...._.-------------- ---------------_... _... ._...- _.. . .. ..._.._. _._._ ..-_...._..._......._. __..... _._._.._..._. .....-----..... - 0.35 0.35 0.30 0.30 _ ._._...... .._.:..........._-.........- .._..._.__. ........ __... 0.25 _.._._ .. 0.25 5 0.20 - ......._..._..... ....-...._......._._w:_.... _.......................... .._.._:.......... ..... _..._._.... . ........._.,..__.._......_._.__.._�................. _._. 0.20 0.15 _ 0.15 0.10 0.10 0.05 0.05 _... _. ........,..._.....__..._......._.._.,...-......,.... . -.._... _...... ................. ................................. _........._.. 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 72 Time(hrs) 1 93 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DV 2016 by Autodesk,Inc.00.5 Friday,01 1 15/2016 Hyd. No. 73 DP#4 - Foster Street Catchbasins r Hydrograph type = Combine Peak discharge = 0.272 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 956 cuft r Inflow hyds. = 1, 41 Contrib. drain. area = 0.260 ac DP#4 - Foster Street Catchbasins Q (cfs) Hyd. No. 73--2 Year Q (cfs) 0.50 0.50 0.45 _ 0.45 0.40 0.40 0.35 0.35 0.30 0.30 �:. _.._,,_:._. _ _....._ .__ _......_........:....___....._............_..._... .... _r....,_:.._..._...._.__.._.......................... _ .... .._._,...,......_..._.._.. _:..:.._..:....,..:.:....._,_.... 0.25 0.25 --------------- 0.20 0.20 I 0.10 - 0.10 ..... _._. .......... _. . 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time{hrs) Hyd No. 73 —�— Hyd No. 1 — Hyd No. 41 95 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 300 2016 by Autodesk,Inc.v10.5 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) (curt) r 1 SCS Runoff 0.364 2 726 1,247 ------ ----- --- 1 2 SCS Runoff 0.492 2 726 1,680 ------ ----- ---- C.B.#28 3 SCS Runoff 0.588 2 724 1,789 ------ ------ ------ C.B.#30 4 SCS Runoff 0,177 2 724 608 ------ ----- ----- C.B.#3 5 SCS Runoff 0.934 2 728 3,601 --- ------ ------ C.B.#27 6 SCS Runoff 0.215 2 724 651 --- -—- ------ C.B.#33 7 SCS Runoff 0.271 2 724 816 ----- ----- ----- C.B.#32 8 SCS Runoff 2.757 2 740 14,644 ---- ---- ---- South Detention Pond ---- ---- -� 9 SCS Runoff 0.896 2 726 3,062 ------ - C.B.#22 10 SCS Runoff 0.876 2 728 3,389 ----- ------ --_ C.B.#22A 11 SCS Runoff 0.393 2 728 1.511 C.B.#26 12 SCS Runoff 0.161 2 724 502 ---- ----- ------ 8 u --— --- ----13 SCS Runoff 0.532 2 730 2,070 C.B.#26A 14 SCS Runoff 0.154 2 724 474 ---- ------ ------ C.B.#24 15 SCS Runoff 0.179 2 724 542 ------ ----- ------ C.B.#25 1 16 SCS Runoff 0.653 2 724 2,162 ------ ------ ------ C.B.#17 _ 17 SCS Runoff 1.071 2 728 4,106 ----- -- =�-- C.13.#21 18 SCS Runoff 0.225 2 728 866 Yard Drain#4 19 SCS Runoff 0.862 2 726 2,946 -- ----- --— C.B.#16 20 SCS Runoff 0.570 2 726 1,967 ----- -— ---- C.B.#15 BBB 21 SCS Runoff 0.310 2 724 1,063 ------ ------ ------ C.B.#18 22 SCS Runoff 1.926 2 726 6,834 --- --- ----- C.B.#19 23 SCS Runoff 2.024 2 734 10,073 ----- ------ ---- 7 24 SCS Runoff 2.619 2 732 11.347 ------ ------ --— 5 25 SCS Runoff 2.852 2 732 11,855 ----- --— ------ North Detention Pond 26 SCS Runoff 4.285 2 732 19,1102 ----- ---- 4 27 SCS Runoff 4.632 2 758 33.647 Discharge Point#3-NW Corner Over 28 SCS Runoff 1.420 2 730 5,870 ----- ------ -- - C.B.#10 29 SCS Runoff 0.636 2 724 2,048 ------ ------ ---— C.B.#10A 30 SCS Runoff 0.620 2 726 2,147 --- ---- -- - YARD DRAIN#6 31 SCS Runoff 0.310 2 724 1,063 ----- ------ ---- C.B.49 32 SCS Runoff 0.177 2 724 608 ---- ---- ----- C.B.#29 33 SCS Runoff 0.531 2 724 1,823 ------ ----- ----- C.B.#5 34 SCS Runoff 2.180 2 728 8,432 YARD DRAIN#7 { Proposed Drainage-3424.gpw Return Period: 10 Year Friday, 01 /15/2016 97 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk,Inc.v10.5 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) (curt) r� 69 Combine 27.06 2 726 107,729 36,55,56, ------ ---- North Pond Combine Flow 57,58,68 70 Reservoir 0.849 2 1046 89,300 69 310.22 81,238 North Pond Overflow 71 Combine 6.181 2 730 114,756 26,65,70 ------ ---- DP#2-To Wetlands r 72 SCS Runoff 0.808 2 726 2,937 ----- --- --- DP#5-To Existing O.H.S.Grounds }} 73 Combine 0.580 2 726 1,956 1,41, ------ ------ DP#4-Foster Street Catchbasins it 74 Combine 1.203 2 736 38,583 11,12,13, ----- ----- DP#6-Discharge to Arnold Way C.B. 63, r, l Proposed Drainage-3424.gpw Return Period: 10 Year Friday, 01 /15/2016 99 r Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2016 by Autodesk,Inc,v10.5 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph i No. type now Interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (tuft) 35 SCS Runoff 1.132 2 722 2,963 ------ -_ YARD DRAIN#9 36 SCS Runoff 0.260 2 724 895 C.B.#4 37 SCS Runoff 1.328 2 730 5,390 ----- ______ ____ YARD DRAIN#8 -� 38 SCS Runoff 0.311 2 724 1,075 ------ ------ ---- C.B.#6 n 39 SCS Runoff 0.880 2 724 2,666 ----- -- -_ ------ C.B.#1 40 SCS Runoff 1.680 2 724 4,765 --- ------ ----- C.B.#2 41 SCS Runoff 0.311 2 724 936 ----- ------ ---- 2 42 SCS Runoff 0.500 2 726 1.725 - ------ C.B.#31 43 SCS Runoff 0.615 2 724 2,054 C.B.#20 44 SCS Runoff 0.599 2 730 2,432 � C.B.#7 45 SCS Runoff 0.369 2 726 1,271 C.B.#8 46 SCS Runoff 1.124 2 724 3,584 ------ ------ ----- C.B.#11 S 47 SCS Runoff 1.472 2 728 5,712 ------ ---- ------ YARD DRAIN#5 48 SCS Runoff 0.994 2 724 3,116 _____ _____ -----_ C.B.#14 49 SCS Runoff 0.991 2 724 3,192 ------ ------ ---- C.B.#13 50 SCS Runoff 1.350 2 726 4,609 ------ ------ ----- C.B.#12 51 SCS Runoff 1.187 2 724 3,668 "`Y-- --= G.B.#23 52 SCS Runoff 1.273 2 730 5,216 Yard Drain#1 53 SCS Runoff 0.891 2 730 3,616 ------ ------ ---- Yard Drain#2 54 SCS Runoff 0.307 2 730 1,257 ------ ------ ---- Yard Drain#3 55 Combine 5,163 2 724 18,561 4,33,35, ---- ----- North Pond Inflow D 28. 3 ,4 . __-- 56 Combine 5.309 2 728 22,574 28 31,44 ------, North Pond Inflow B 45,46,52, 57 Combine 5.333 2 724 18,466 16, 18, 19, ------ ------ North Pond Inflow C 48,49,50, 58 Combine 6.623 2 728 25,991 10,29,30, ------ ---- North Pond Inflow(E) 34,38,47. 59 Combine 3.440 2 726 12,505 2,3,5, South Pond InlfowA 6,7,42, 60 Combine 5.116 2 736 29,743 8,9,43, ----- - --- South Pond Inflow B 51, 61 Combine 2.949 2 728 11,991 14, 15, 17, South Pond InfiowC 32,53,54, I 62 Combine 11.34 2 726 54,238 59,60,61 ------ --- South Pond inflow ` 63 Reservoir 1.270 2 836 47,246 62 320.12 29,483 South Pond Overflow 64 Combine 6.884 2 732 30,195 23,24, ------ ---- DP#1-N.E.Corner Overflow 65 SCS Runoff 2.487 2 726 8,834 --- ----- ---- 6 fib SCS Runoff 0.311 2 724 1,075 --- ------ ---- 10 67 SCS Runoff 5.970 2 724 20.595 ----- =_- ---_= Roof Drainage(11) 68 Combine 12.26 2 724 49,295 20,21,22, North Pond Inflow 25 66 67 Proposed Drainage-3424.gpw Return Period: 25 Year Friday, 01 /15/2016 101 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v10.5 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description r, (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 0.664 2 726 2,270 ----- ------ ------ 1 2 SCS Runoff 0.842 2 726 2,908 ---- ---- ----- C.B.#28 3 SCS Runoff 0.940 2 724 2,931 ----- ------ ---- C.B.#30 UUU 4 SCS Runoff 0.261 2 724 907 C.B.#3 5 SCS Runoff 1.709 2 728 6,554 ----- ------ ---- C.B.#27 6 SCS Runoff 0.347 2 724 1,076 ---- ------ ----- C.B.#33 7 SCS Runoff 0.447 2 724 1,373 ----- ------ -- - C.B.#32 r 1 8 SCS Runoff 6.160 2 738 30,838 -- —= - South Detention Pond IUI 9 SCS Runoff 1.516 2 726 5,252 C.B.#22 10 SCS Runoff 1.626 2 728 6.234 -- -- --- C.B.#22A I�61f 11 SCS Runoff 0.709 2 728 2,721 ----- ------ ----- C.B.#26 12 SCS Runoff 0.248 2 724 795 --- --- - 8 - 13 SCS Runoff 1.015 2 728 3,891 ----- ---- ----- C.B.#26A 14 SCS Runoff 0.242 2 724 764 --- ------ - -- C.B.#24 15 SCS Runoff 0.289 2 724 897 ----- ---- ----- C.B.#25 16 SCS Runoff 0.970 2 724 3,279 ------ ------ ---- C.B.#17 17 SCS Runoff 1.816 2 728 7,041 ------ --- ----- C.B.#21 18 SCS Runoff 0.542 2 726 1,909 --- ----- - - Yard Drain#4 19 SCS Runoff 1.532 2 726 5.252 ----- ----- ----- C.B.#16 20 SCS Runoff 0.923 2 726 3,252 ------ ----- ------ C.B.#16 21 SCS Runoff 0.457 2 724 1,587 ----- ------ ----- C.B.#18 22 SCS Runoff 2.970 2 726 10,812 ---- ---- ----- C.B.#19 23 SCS Runoff 5.562 2 732 23.858 ---- ------ ------ 7 24 SCS Runoff 5.712 2 732 23,557 --- ---- ------ 5 25 SCS Runoff 5.592 2 730 22,799 ----- ------ ------ North Detention Pond 26 SCS Runoff 9.788 2 732 40,612 - __-- —- 4 27 SCS Runoff 9.127 2 756 64,707 Discharge Point#3-NW Corner Over 28 SCS Runoff 2.255 2 730 9,532 ------ --- ---- C.B.#10 29 SCS Runoff 0.956 2 724 3,159 ------ ------ ------ C.B.#10A I 30 SCS Runoff 0.993 2 726 3,517 --- --- ------ YARD DRAIN#6 31 SCS Runoff 0,457 2 724 1,587 Y = ---- C.B.#9 32 SCS Runoff 0.261 2 724 907 C.B.#29 33 SCS Runoff 0,783 2 724 2,720 ------ ------ ----- C.B.#5 34 SCS Runoff 4.046 2 728 15,508 ------ --- ------ YARD DRAIN#7 Proposed Drainage-3424.gpw Return Period: 100 Year Friday, 01 /15/2016 103 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2016 by Autodesk,Inc.00.5 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) (cuff) 69 Combine 47.19 2 726 187,177 36,55,56, ------ ----- North Pond Combine Flow 57,58,68 70 Reservoir 4.113 2 818 168,659 69 31128 112.987 North Pond Overflow 71 Combine 13.80 2 730 222,670 26,65,70 ------ ------ DP#2-To Wetlands n 72 SCS Runoff 1.744 2 726 6,014 ----- ------ ----- DP#5-To Existing O.H.S.Grounds lDDDDDI 73 Combine 1.080 2 726 3,632 1,41, ------ ----- DP#4-Foster Street Catchbasins 74 Combine 2.871 2 776 78,525 11, 12, 13, — ------ DP#6-Discharge to Arnold Way C.B. 63, �n _ 11UI ; I i l Proposed Drainage-3424.gpw Return Period: 100 Year Friday, 01 /15/2016 19 .I - I APPENDIX � Sturmcepror Analyses l Stormceptor® - Small storms dominate hydrologic activity,US EPA reports "Early efforts in stormwater management focused on flood events ranging from the 2-yr to the 100-yr storm. increasingly stormwater professionals have come to realize that small storms(i.e. <1 in. rainfall)dominate watershed hydrologic parameters typically associated with water quality management issues and BMP design. These small storms are responsible for most annual urban runoff and groundwater recharge. Likewise, with the exception of eroded sediment, they are responsible for most pollutant washoff from r urban surfaces. Therefore, the small storms are of most concern for the stormwater management objectives of ground water recharge, water quality resource protection and thermal impacts control." "Most rainfall events are much smaller than design storms used for urban drainage models. In any given area, most frequently recurrent rainfall events are small(less than 1 in. of daily rainfall)." "Continuous simulation offers possibilities for designing and managing BMPs on an individual site-by-site basis that are not provided by other widely used simpler analysis methods. Therefore its application and use should be encouraged." —US EPA Stormwater Best Management Practice Design Guide, Volume 1 —General Considerations,2004 Design Methodology Each Stormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM.The program calculates hydrology from up-to-date local historical rainfall data and specified site parameters. With US EPA SWMM's precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. Stormceptor's unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing (summary of analysis presented in Appendix 2): Site parameters Continuous historical rainfall, including duration, distribution, peaks (Figure 1) Interevent periods • Particle size distribution Particle settling velocities (Stokes Law, corrected for drag) TSS load (Figure 2) • Detention time of the system The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3 illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. It is clear that large events do not significantly impact the average annual TSS removal. There is no decline in cumulative TSS removal, indicating scour does not occur as the flow rate increases. 2 TDWrr MATERIALS"° E r Stormceptor frequent storm events. Conversely, large infrequent events carry an insignificant percentage of the total annual pollutant load. 180 1T0 � 160 150-- 7Z 140 32 130 4 120 110 �ll 100 90 J 80 70 10 20 3o 40 50 60 70 8o 90 1 0 110 120 130 X Axis Stormceptor Model STC 450i Drainage Area(ac) 1.82 TSS Removal(%) 80 Impervious(%) 34.1 Figure 3. Cumulative TSS Removal by Flow Rate for HARTFORD WSO AIRPORT—3456,1954 to 2005. Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note that large events do not significantly impact the average annual TSS removal. Therefore no decline in cumulative TSS removal indicates scour does not occur as the flow rate increases. 4 ■ k MATERIALS"" _. 1 Stormceptor® 1 Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants,such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine or anics silts and sand r-� Specific Settling Specific Settling Particle Size Distribution Particle Size Distribution Gravity Velocity Gravity Velocity m % ft/s Pm % ft/s 20 20 1.3 0.0013 r 60 20 1 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 rp Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. + Design estimates listed are only representative of specific project requirements based on total suspended ` solids(TSS)removal. • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: _ Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only,after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates maybe modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Rinker Materials 1 (800)909-7763 www.d n ke rsto r m ce pto r,co m 6 1MMM MATERIALS- Stormceptor® r� Particle Size Distribution Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons,free oils I and nutrients are not discharged into natural water resources. The table below identifies the particle size distribution selected to define TSS removal for the design of the Stormceptor System. Fine(organic sifts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity Velocity Gravity Velocity m % ft/s Pm % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 p 400 20 2.65 0.2123 2000 20 2.65 0.9417 F � f PCSWMM for Stormceptor Grain Size Distributions 100 u 90 - -- 80 O - 70 . . . . . -' - �----- - - - GRAI7EL 60 ....__.. „ - - _. CLAY SILT : SAND, COBBLES 50 _..-..........._.- ..-..---T--...._.--------- - — - ... - .• ------------ 30 -- -------- ---- • 20 10 _ : : . • 0 1 10 100 1000 10000 `I Grain Size(um) -0-N,1DFP -Fine Distribution -f--nK-110 -,k-F-95 Sand f-Coarse Distnbtrfion IFigure 1, PCSWMM for Stormceptor standard design grain size distributions. 8 M MATERIALS' _ I i Stormceptor® Rainfall Event Analysis Rainfall Depth No. of Events Percentage of Total Volume Percentage of -� Total Events Annual Volume in. % in. % 0.26 5948 71.9 383 16.8 I 0.50 933 11.3 343 15.0 0.75 1 514 6.2 318 13.9 1.00 284 3.4 244 10.7 1.25 197 2,4 222 9.7 1.50 140 1.8 200 8.8 1.75 87 1.1 140 8.1 2.00 47 0.6 88 3.9 2.26 $7 0.4 79 3.5 2.50 22 0.3 53 2.3 2.75 14 0.2 37 1.6 3.00 17 0.2 49 2.2 3.25 13 0.2 40 1.8 3.50 6 0.1 20 0.9 3.75 2 Q.D 7 0.3 4.00 1 0.0 4 0.2 n 4.25 2 0.0 8 0.4 �u14 4.50 1 0.0 4 0.2 4.75 1 0.0 5 0.2 5.00 0 0.0 0 0.0 5.25 1 0.0 5 0.2 p 5.5D 1 0.0 5 0.2 IVi1 5.75 0 O.D 0 D.0 6.00 1 0.0 6 0.3 6.25 0 0.0 0 0.0 6.50 0 0.0 0 0.0 6.75 0 0.0 0 0.0 TOD 0 0.0 0 0.0 7.25 0 0.0 0 0.0 7.60 1 0.0 7 0.3 _ 7.75 0 0.0 0 0.0 8.0D 0 0.0 0 0.0 8.25 0 0.0 0 0.0 >8.25 1 0.0 14 0.6 - Frequency ofOccurence by Rainfall Depths 1a0 _ 170 - 160 150 140 _ 130 120 - 110 100 = / 90 80 70 1 2 3 4 X Axis 10 ■ I MATERIALS- I r� -� UW_ Stormceptor® Stormceptor Sizing Detailed Report PCSWMM for Stormceptor L Project Information Date 5/27/2015 Project Name Orchard Hill Elementary School r Project Number 3424 Location 350 Foster Street Stormwater Quality Objective This report outlines how Stormceptor System can achieve a defined water quality objective through the removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary. Stormceptor System Recommendation 6 The Stormceptor System model STC 900 achieves the water quality objective removing 86% TSS for a Fine (organics,silts and sand) particle size distribution. E� The Stormceptor System The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and Flotation. Storrnceptor's patented design generates positive TSS removal for all rainfall events, including large storms.Significant levels of pollutants such as heavy metals,free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment(scour)does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. ` Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of particle sizes, including fine sediments (clays and silts),that are often overlooked in the design of other stormwater treatment devices. 1 � � r MATERIALSTM lW7- Stormceptor Appendix 1 Stormceptor Design Summary I Project Information Rainfall Date 5/27/2015 Name HARTFORD WSO AIRPORT Project Name Orchard Hill Elementary School CT Project Number 3424 State ID 3456 Location 350 Foster Street I Years of Records 1954 to 2005 I Designer Information Company Design Professionals Inc. Latitude 41°56'17"N s i Contact N/A Longitude 72°40'57"W Notes Water Quality Objective Stormceptor B-South Pond North End TSS Removal(%) 80 .I I Drainage Area Upstream Storage I Total Area(ac) 1.45 Storage Discharge Imperviousness(%) 55.2 ac-ft cfs 0 0 I The Stormceptor System model STC 900 achieves the water quality objective removing 86%TSS for a Fine (organics,silts and sand)particle size distribution. I Stormceptor Sizing Summary i Stormceptor Model TSS Removal I STC 450i 79 i STC 1200 86 STC 1800 86 STC 2400 89 STC 3600 90 STC 4800 92 STC 6000 92 STC 7200 94 STC 11000 95 STC 13000 96 STC 16000 96 5 ]IMATERWIA Ji Table ,34 Roughness coefficients, • s n) for sixiet flow e descivuon . " hA . fie.; . or t� wu I Man arld WAR las■MAIMS MAMEoNW9.2 a■Ir■.aasia■r,r■w ■AAW a 1,I �-• (po, reddui) flLffi l dig" Residue co er7:— K .a.a:.414tra;r rrirrrra:aa.a:a4taa name Eot■a■:rafan r•rur,a ■ �s��� Ros �1L:over 1117 Short . to ■ Bermt rcrmra.aura arr..rr■��.aaa;araartara.MwaM.aaaa�■-aaka■■ma■ a: .:, t �t ... ..�s'+ra!°ala��aal���P1A�asisrlat�gry■aJl��ilFaraNaan3Ylns�of.a i �.■,■te.aarsafaauaaaIaawrr.rtayir.at■inSiatarrLa.aar airu • •' I,■.aa,u slams Mika ra;a■'so no, ism:a:rriaa.ar4lµ■.■W Warsawa4a:hraaw a 0.1 p .t k •7Rrill !!IT0'.'...... � s �; tII7 I. t,e ty�a� TR7° � Re aF � a� 4�A�.°�'1,f���i• ; Q. . Whm k �: , n comma inver to. , �J Site: Town of South Windsor http,//southwi.ridsor.rnapxpress,net/ags-,.mapl::: defa u lt.htm?M BL=33600350 Storm Sewer Tabulation ° Page�2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (irdhr) (cis) (cis) (ft/s) (in) (%) (ft) 00 (ft) 00 (ft) (ft) 23 22 20.000 0.04 0.04 0.73 0.03 0.03 6.0 6.0 5.7 0.17 5.94 1.99 15 0.50 320.15 320.25 320.29 320.41 323.50 323.50 CB-24 to CB-25 Project File: C.B Analysis(South Pond).stm Number of lines:23 Run Date: 1/15/2016 NOTES:Intensity=54.741(Inlet time+10.80)"0.80; Return period=Yrs.10 c=cir e=eliip b=box SWM Sewers v10M Hydraflow Storm S � -I ewers ewers Extension for Autodesk0 AutoCADO Civil Mi Plan 30 24 29 23 22 2827 25 21 17 18 31 16 19 34 32 20 15 35 36 3 13 1 Outfall 14 4 3 12 11 10 9 8 7 26 5 Project File: C.B Analysis(North Pond).strn Number of lines:36 Date:1/15/2016 Storm Sewers 00.50 r- - - Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd!Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ftls) (in) M (ft) 00 (ft) (ft) (ft) (ft) 23 22 108.000 0.05 2.05 0.90 0.05 0.79 6.0 11.0 4.6 3.64 17.33 4.12 18 1.61 325.98 327.72 326.75 328.45 330.70 332.10 CB-4 to CB-5 24 23 46.000 0.04 1.66 0.90 0.04 0.64 6.0 10.9 4.7 2.97 12.62 5.58 15 2.26 327.97 329.01 328.45 329.70 332.10 332.60 CB-3 to CB-4 25 24 168,000 0.58 1.62 0.44 0.26 0.60 7.8 10.2 4.8 2.88 11.51 4.17 15 1.88 329.01 332.17 329.70 332.85 332.60 335.60 CB-2 to CB-3 26 3 18.000 0.20 0.20 0.30 0.06 0.06 7.0 7.0 5.4 0.33 1.05 2.59 8 0.44 321.92 322,00 322.18 322.26 326.00 325.00 YD-4 TO CB-18 27 25 18,000 0.21 1.04 0.67 0.14 0.35 6.0 10.1 4.8 1.67 8.39 2.98 15 1.00 332.17 332.35 332,85 332.86 335.60 335.60 CB-1 TO CB-2 28 27 20.000 0.83 0.83 0.25 0.21 0.21 10.0 10.0 4.8 1.00 1.45 4.12 8 0.85 332.93 333.10 333.34 333.57 335.60 335.70 YD-1 to CB-1 29 23 24.000 0.34 0.34 0.30 0.10 0.10 10.0 10.0 4.8 0.49 1.70 3.54 8 1.17 328.55 328.83 328.80 329.16 332.10 331.50 YD-9 TO CB-4 30 21 82.000 0.82 0.82 0.30 0.25 0.25 10.0 10.0 4.8 1.18 4.39 7.38 8 7.83 325.21 331.63 325.45 332.14 329.50 334.30 YID-8 to CB-6 31 16 24.000 1.02 1.02 0.31 0.32 0.32 10.0 10.0 4.8 1.52 4.15 4.60 8 7.00 322.15 323.83 322.78 324.41 327.40 326,50 YD-7 to CB-10A 32 15 96.000 0.18 0.66 0.63 0.11 0.65 8.0 8.0 5.2 2.84 4.15 5.18 12 0.80 322.77 323.54 323.38 324.26 326.20 328.20 YID-6 to CB-10 33 13 12.000 0.45 0.45 0.47 0.21 0.21 10.0 10.0 4.8 1.02 6.75 8.86 8 18.50 319.71 321.93 319.88 322.41 326.80 324.60 YD-510 CB-11 34 32 86.000 0.12 0.12 0.90 0.11 0.11 6.0 6.0 5.7 0.62 2.68 4.67 8 2.91 325.00 327.50 325.22 327.87 328.20 327.50 Roof Leader(4 IN 35 32 76.000 0.24 0.24 0.90 0.22 0.22 6.0 6.D 5.7 1.23 2.44 4.97 8 2.41 323.87 325.70 324.26 326.22 328.20 329,00 Roof Leader(8 IN 36 32 12.000 0.12 0.12 0,90 0.11 0.11 6.0 6.0 5.7 0.62 3.33 8.30 6 20.83 325,00 327.50 325.15 327.90 328.20 327.50 Roof Leader(6 IN Project File: C-B Analysis(North Pond).stm Number of lines:36 Run Date: 1/15/2016 NOTES:Intensity=54.741(Inlet time+10,80)"0.80; Return period=Yrs.10 c=cir e=ellip b=box Storm Sewers v!0.50 Inlet Re �11� Report p 4� � � a �age Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (s4ft) (ft) (ft) (fUft) (ft) (ftfFt) (fit) (ft) (ft) (ft) (ft) (in) 24 CB-3 0.21 0.00 0.21 0.00 Comb 4.0 2.31 3.12 2.31 1.35 3ag 12.00 0.031 0.031 0.011 0.08 2.66 0.16 2.55 1.0 Off 25 CB-2(DOUBLE T 1.34 0.00 1.06 0.28 Comb 4.0 2.31 0.00 2.31 2.70 3.012 12.00 0.031 0.031 0.013 0.17 5.49 0.18 3.07 1.0 Off 26 YD-4 0.33 0.00 0.33 0.00 Grate 0.0 0.00 2.57 1.90 1.35 3ag 2.00 0.033 0.033 0.011 0.10 3.17 0.19 3.17 1.0 Off 27 CB-1 0.80 0.00 0.50 0.31 Comb 4.0 2.31 3.12 2.31 1.35 1012 12.00 0.031 0.031 0.013 0.14 4.55 0.18 3.16 1.0 Off 28 YD-1 1.00 0.00 0.98 0.01 Grate 0.0 0.00 0.00 1.90 1.35 1018 12.00 0.330 0.330 0.240 1.02 3.09 0.29 0.62 1.0 Off 29 YD-9 0.49 0.00 0.49 0.00 Grate 0.0 0.00 2.57 1.90 1.35 3ag 12.00 0.066 0.066 0.013 0.15 2.31 0.24 2.31 1.0 Off 30 YD-8 1.18 0.00 1.10 0.08 Grate 0.0 0.00 0.00 1.90 1.35 1016 12.00 0.072 0.072 0.240 0.63 8.72 0.31 3.18 1.0 31 31 YD-7 1.52 0.08 1.60 0.00 Grate 0.0 0.00 2.57 1.90 1.35 Sag 12.00 0.089 0.089 0.013 0.30 3.34 0.38 3.34 1.0 Off 32 YD-6 0.59 0.00 0.59 0.00 Grate 0.0 0.00 2.57 1.90 1.35 3ag 12.00 0.054 0.054 0.013 0.16 2.94 0.24 2.94 1.0 Dff 33 YD-5 1.02 0.00 1.02 0.00 Grate 0.0 0.00 2.57 1.90 1.35 Sag 12.00 0.126 0.125 0.013 0.26 2.08 0.34 2.08 1.0 Off 34 Roof Leader(6 IN) 0.62 0.00 0.62 0.00 Grate 0.0 0.00 3.10 1.55 2.00 Sag 2.00 0.050 0.020 0.013 0.16 5.05 0.16 5.05 0.0 Dif 35 Roof Leader(8 IN) 1.23 0.00 1.23 0.00 Grate 0.0 0.00 3.10 1.55 2.00 Sag 2.00 0.050 0.020 0.013 0.23 8.30 0.23 8.30 0.0 Off 36 Roof Leader(6 in) 0.62 0.00 0.62 0.00 Grate 0.0 0.00 3.10 1.55 2.00 Sag 2.00 0.060 0.020 0.013 0.16 5.05 0.16 5.05 0.0 Off Project Fife: C.B Analysis(North Pond).stm Number of lines:36 Run Date: 1/15/2016 NOTES: Inlet N-Values=0.016;Intensity=54.74/(Inlet time+10.80)"0.80; Return period=10 Yrs.; 'Indicates Known 0 added. All curb inlets are Horiz throat. Storm sewers 00.50 ae> r Supplies I Experts I Answers pp p 100 North Elm Street,Waterbury,CT 06702 P.O.Box 2838,Waterbury,CT 06723-2838 wm.203.756.3641 1 I nx..203.753.4317 TORRCO.COM Submimttals Orchard Hill Elementary School DSG P4-0- 1 ARGU- 1 GILBANE BUILDING COMPANY SUBMITTAL No.22A-223000 ®f�U- - ® REVIEWED j ��rQ�^ � �(�'�" REVIEWED AS NOTED A- ❑ RESUBMITTAL REQUIRED THIS REVIEW FOR L CONFORMANCE WITH CONTRACTIREQUIREMENTS. CONTRACTOR IS 5 RESPONSIBLE FOR ALL DIMENSIONS,QUANTITIES, f VERIFYING EXISTING CONDITIONS AND COMPLYING Prepared for. WITH ALL OTHER CONTRACT OBLIGATIONS. James T Kay Company BY: N.Conti DATE: 3.15.16 766 North Colony Road Meriden CT 06450-2388 :: PLUMBING I PIPING I HVAC I KITCHEN & BATH Submittal Detail GJ= .......... Orchard Hill School Project J06600 i00 i4 r Stage: Awaiting Consultant Review Bid Package Trade Contact Trade Company Due to CM 22A Ubby,AmMall,Kathl;Casey,Greg James T.Kay Co, Inc: Description Plumbing Specialties Product Data-Automatic Grease Removal System AGRU-1 CSI Code Sub Section Type Category 223000 1.3.C. Product Data For Approval dIca. for at , {g . A/E Review Due 03-29-2016 Submitted to CM Accepted Submitted to AE Returned to TC 03-15-2016 03-15-2016 Returned to CM Revision Date Submittal Accepted For Record Primary Reviewed Secondary Reviewed Clarification Requested Clarification Received - L. ,y M u Sent Submittal For Review Returned Submittal � n 1,. e�..•:e#.is-La,_ .. ,,3y3;<." ..s:: z 2. EWE* :a�F*��^`' tit* Kay Sub#0017.DWG P4-0-1.AGRU-l.odf SUB-22A-223000.002-,Ajir,U-1 Pp arid Shop D.Wiz--3,15.16.0df Page 1 of 2 eiibane.smartaoo.com 3/15/2016 CES Response: RevlewedlNo Exceptions Taken Coordinate all electrical requirements With ❑Rejected ® Furnish as Corrected Division 26 Q Submit Specified Item Revlae and Resubmit This review Is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of whlch the Item Is a component. Contractor Is responsible for; dimenslons to be confirmed and correlated at the jobsite; Information that pertains solely to the fabrication processes or to the means,methods,techniques,sequences and procedures of construction;coordination of hla or her Work with that of all other trades; and for performing all work In a safe and satisfactory manner. CONSULTING ENGINEERING SERVICES,INC Data 3.18.16 By M.Wurm []APPROVED ❑✓ APPROVED AS NOTED ❑REVISE AND RESUBMIT ❑ NOT APPROVED Architect's review is only for general conformance with design concept and compliance with requirements of Contract Documents. Review is based on Contractor's representation that he has checked and approved this submittal and has verified dimensions,quantities,field dimensions,relation to existing work,coordination with work to be installed later, and coordination with information in previously approved submittals. Accuracy of all such information is responsibility of the Contractor.Approval does not authorize or relieve the Contractor of responsibility for deviations from drawings, specifications, supplementary documents furnished by the Architect, or previously approved submittals unless the Contractor has,in writing,called the Architect's attention to such deviations at the time of submittal. The Contractor is solely responsible for the accuracy of all Information in the submittal and for details of fabrication and installation. Refer to Contract Documents for further submittal requirements and limitations on scope of the Architect's review. DRUMMEY ROSANE ANDERSON,INC. Dale 3/22/16 By L J R Page 2 of 2 gilbane.smartaDD.pom 3/15/2026 Submittal Packages Summary, Grouped by Package Number with Register Items Orchard Bill School Project# 99371 Tel: Fax: Item No Register .-c Section Sub Section !t- . On Returned,.. 7 . . . . .. .... ... .... _. . DWG -..,. . .. ... . . ... .. .-a ---.... ......�_. _ - E a ..�, -ldw.�.1-..:..a.....Y ..:.:,`-i�:g.l'f%::w= w. 'r � f°v x^+. �x:� -r_' 4`• %�.`. 1 00061 0 DWG P4-0-1 AGRU-1 Grease removal 3/1 512 01 6 For Approval No system GILBANE BUILDING COMPANY SUBMITTAL No.22A-223000 ® REVIEWED © REVIEWED AS NOTED RESUBMITTAL REQUIRED THIS REVIEW IS FOR GENERAL CONFORMANCE WITH CONTRACT REQUIREMENTS. CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS,QUANTITIES, VERIFYING EXISTING CONDITIONS AND COMPLYING WITH ALL OTHER CONTRACT OBLIGATIONS. BY: N.Conti DATE: 3.15.16 Pro/ogManager Painted on: 3/15/2016 JTK Page 1 DWG P4-0-1 AGRU-1 Flush-In-Floor GreaseStopper Automatic Grease Interceptors (*Highland Eliminates Vault Requirements Standard Features st • Constructed of 304 stainless steel for maximum strength and durability i • Hinged non-skid deck plate cover a yA' for ease of maintenance • Extra-heavy leak-proof gaskets • Locking system to secure the cover to prevent accidental lid closure • Automatic grease removal system featuring electrically-powered grease diskimmers fh,i` 5 • Integrated flow control device • Removable solids strainer basket s>_ • Dry electric compartment with internal lid to protect the electronics and power connections _� �'�tkyxs • Grease storage compartment with removable container with high-level alarm Designed for Dependability Ideal for On-Slab Installations Integral perimeter channel to The Flush-With-Floor GreaseStoppen' The grease interceptor is equipped with allow floor wash-down to drain is recessed with its top flush with the a hinged access cover that opens to into the grease interceptor floor in order to intercept kitchen fixtures reveal the entirety of the unit for easy and floor drains,save valuable above cleaning and maintenance. Options floor space and accommodate • Integral grease pump existing piping and structural conditions. Additionally, internal water-tight covers • Grade to invert extensions with quick-release,flush-mounted • H-20 grade level covers This specialized grease removal device latches prevent wash water from features an integral Automatic Grease intruding into the compartments. Interceptor with separate grease storage and dry electrical compartments. The covers are constructed of No other manufacturer offers anything lightweight aluminum deck plate even similar to the Flush-With-Floor rated for foot traffic and are provided (FWF)GreaseStopper°. with an anti-slip finish for safety wherever it is installed. Unmtlity � R8W la Mstl9 N AMERIG r • • DWG P4-0-1 AGRU-1 Flush-With-Floor AGI Sizing Guide Access Covers Grease Recovery Trough Digital Timer Grease Level Monitor Electrical Supply Connection Gaskets 0 Hinged Non-skid Deck Plate Cover Grease Gear Sensor Deck Plate Locking System Recovered Grease Container Dry Electrical Compartment Screen Basket OUTLET Height o INLET Inlet/Outlet Height Diskimmers R Heating Element I &Thermostat f Width �►� Grease � Length - ►I Sensor Model Inlet& Inlet& AA plumbing codes state that a FlowRate Dimensions Outlet Outlet "grease interceptor or automatic GaVMin Length Width Height Diameter Height grease removal device shall be FWF-AGI - 20 36" 36" 32" 2" 15" required to receive the drainage FWF-AGI - 25 36" 36" 32" 3" 15" from fixtures and equipment including FWF-AGI - 30 36" 36" 32" 3" 15" pot sinks,pre-rinse sinks,soup FWF-AGI - 35 36" 36" 32" 3" 15" kettles or similar devices,wok 6 1 stations,floor drains or sinks into FWF-AGI - 75 48" 36" 40" 4" 22" which kettles are drained,automatic hood wash units and dishwashers without pre-rinse sinks." National plumbing codes require a minimum 2 lbs.of grease retention for each gal/min of flow. Grease holding capacity at breakdown is determined by a minimum 90%efficiency rating in real life applications and installed according to specification. �pHLAI Please visit us at www.htghlandtank.com O One Highland Road 4535 Elizabethtown Road 95819th Street 2700 Patterson Street 2225 Chestnut Street 1510 Stoystown Road TANK Stoystown,PA 15563 Manheim,PA 17545 Watervliet,NY 12189 Greensboro,NC 27407 Lebanon,PA 17042 Friedens,PA 15541 P:814-893-5701 P:717-664-0600 P:518-273-0801 P:336-218-0801 P:717-664-0602 P:814-443-6800 F:814-893-6126 F:717-664-0617 F:518-273-1365 F:336-218-1292 F:717-664-0631 F:814-444-8662 0 Highland Tank-HT-2821-11/2014 DWG P4-0-1 AGRU-1 ALUMINUM BACKBOARD PEDESTRIAN-RATED ALUMINUM DIAMUND-PLATE HATCH INTERCEPTOR CHAMBER WITH GASKETED GENERAL SPECIFICATIONS W/ FLUSH LIFT HAN➢LE,HOLD-OPEN ARM& GASKET ALUMINUM LIDS & SS LATCHES MODEL:AGI-75 FM HIGH GREASE ALARM PANEL XAN! FOOT TRAFFIC ONLY 3I01 H-20 RATING OPTIONAL MAXIMUM FLOW RATE:75 GPM AGI DIGITAL TIMER TWIN SKIMMING DISKS STATIC WATER CAPACITY: 74.8 GAL GREASE HOLDING CAPACITY:455 LBS 12-3 SJ POWER CORD - RETENTION TIME 59.8 SEC MUST BE CONNECTED TO A WEEP HOLE CHANNEL - MATERIAL: 10 GA 304 STAINLESS STEEL 2D AMP GFI RECEPTACLE UNDERFLOW RAFFLE BRAINS INTO �° " ` ` `�" ( INTERCEPTOR CHAMBER BUILT IN ACCORDANCE WITH U.L. iD42 NOTES -AGI MUST BE PLUGGED INTO A 20 AMP - GROUND FAULT INTERRUPTER(GFCI) RECEPTACLE -GEAR MOTOR RATED AT 0.44 FLA, 115V,60 Hz 45' TRAP SEAL WITH -IMMERSION HEATERS - 150OW EA 115V JUNCTION BOX CLEAN-OUT. -ALL ELECTRICAL AND PLUMBING CONNECTIONS CONpUIT $ WIRING ARE SUBJECT TO LOCAL CODES BY OTHERS V FC FOR WIRING GEAR MOTOR GREASE COLLECTION CHAMBER - NO LID CUSTOMER APPROVAL THE CUSTOMER HAS REVIEWED THIS 2' HC VENT GREASE PAIL WITH DRAWING AND VERIFIED THE FLUSH ALUM HATCH ODOR WITH HIGH LEVEL SENSOR ACCURACY OF ALL INFORMATION AND RECESSED LIFTING HANDLE Nil DIMENSIONS. SIGNED: DRY CHAMBER WITH GASKETED ALUM LID4-57'- DATE: ,r NOTE FINISHED GRADE 9: Y fESP[16®lE M.T FSA R£16 II106'AlF➢¢I TQS fPBR[CAi[W IRRNIhS. 3' 4' HC INLET f' FC FOR WIRING INTERNAL FLOW- � f nor INTERNAL LIDS 32• CONTROL PLATE REVISIONS ----------- -'-'T-------y----- T 10f 4' HC 20' TO 18f ----- e------- -.'I)Ik a�-------- OUTLET INVERT i 4' HC INLET WITM T J I 'AMR ' AIR INTAKE-",, 40' 2'HC -VENT----I-- ---r--- 1 : _i___-_- ON DRY CHAMBER �`-_-_' i 1 Vs 1 vo I 1 -ate __--� Vie. � � I I :. � L-- --' i OUTLET PIPING& �Ars o0 ;; -- VENT BY INSTALLER 1' : Grease$topper®AUTOMAHC GREASE INTERCEPTOR g, AGI-75 FM 18•�I LIFT-OUT SCREEN BASKET CUS70MER1 36' PROJECT, IMMERSION HEATER & THERMOSTAT BOX 43' QUOTE ND ONENSION TOLERANCE f 1' NTS S/21/15 Nis AEI-75 FM