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Atwood North Project 7-10-17 Supplemental Submittal 53 Southampton Road • Westfield, MA 01085 • Tel 413.562.1600 • Fax 413.562.5317 17-13634-01 July 10, 2017 Mr. Douglas McDonald, Stormwater Coordinator City of Northampton Department of Public Works 125 Locust Street Northampton, MA 01060 Re: Stormwater Permit Application – Supplemental Submittal Hospitality North, Atwood Drive Dear Doug: On behalf of our client, Atwood Partners LLC, Tighe & Bond is pleased to submit revised documentation to partially satisfy the conditions presented in the Stormwater Management Permit Amendment, dated June 8, 2017. Specific Permit Conditions were issued in the Permit Amendment, which require the submittal of revised documentation, herein enclosed. Condition 3 of the Specific Permit Conditions requires revised Grading and Drainage Plans and hydrologic calculations to address discrepancies in the pipe sizes and inverts as presented. Revised documents to satisfy this condition are attached to this letter. We note that a second submittal will be required to satisfy Condition 4 of the Special Permit Conditions. This condition will be satisfied prior to construction. We trust this information will be satisfactory for your review of the Project. Please do not hesitate to contact us should you need any further information. Very truly yours, TIGHE & BOND, INC. Jean E. Christy, P.E. Project Engineer Enclosures: Revised Grading and Drainage Plan Revised HydroCAD Report Copy: Travis Ward, Development Associates Carolyn Misch, Department of Planning and Sustainability (w/ enclosures) Sarah LaValley, Department of Planning and Sustainability (w/ enclosures) J:\H\H1363\Atwood North\Permits\Stormwater\December 2016\July 2017 Supplemental Info\Cover Letter 07-10-2017.docx 1S East Parking Lot (S-E) 3S East Parking Lot (N-E) 4S East Parking Lot (N-W-1) 5S East Parking Lot (N-W-2) 6S Central Parking (N-E-1) 7S Central Parking (N-E-2) 8S Central Parking (N-W-1) 9S Central Parking (N-W-2) 10S North Driveway 11S North Parking Lot (E) 12S North Parking Lot (W) 13S BLDG 2 Rear (N) 14S BLDG 2 Rear (Center) 15S BLDG 2 Rear (S) 16S BLDG 2 Access Rd. (S) 17S Infiltration Basin Area 18S Infiltration Basin Area 19S BioRetention Basin Area 20S Wetland Area 21S Northern Property Line Boundary 24S Bldg. 2 Roof 25S Central Parking (S-E-1) 26S Central Parking (S-E-2) 27S Central Parking (S-W-1) 28S Central Parking (S-W-2) 29S BLDG 2 Drive-up 30S South Driveway (W) 31S South Driveway (Center) 32S South Driveway (E) 71S Bldg. 1 Roof 74S North Parking Lot (C) 75S North Parking Lot Drive 77S East Parking Lot (N-E2) 71R Design Point 2 - Northern Wetland Area 72R Design Point 1 - Western Wetland Area BIO1 BioRetention Basin 1 CB-P1CB CB-P1 CB-P10CB CB-P10 CB-P11CB CB-P11 CB-P13CB CB-P13 CB-P15CB CB-P15 CB-P17CB CB-P17 CB-P18CB CB-P18 CB-P19CB CB-P19 CB-P2CB CB-P2 CB-P20CB CB-P20 CB-P21CB CB-P21 CB-P22CB CB-P22 CB-P3CB CB-P3 CB-P4CB CB-P4 CB-P5CB CB-P5 CB-P6CB CB-P6 CB-P7CB CB-P7 CB-P8CB CB-P8 CB-P9CB CB-P9 CB-P`14CB CB-P14 DMH-1CB DMH-1 DMH-P1 CB DMH-P1 DMH-P10 CB DMH-P10 DMH-P11CB DMH-P11 DMH-P2CB DMH-P2 DMH-P3CB DMH-P3 DMH-P5CB DMH-P5 DMH-P6CB DMH-P6 DMH-P8CB DMH-P8 DMH-P9CB DMH-P9 IB1 Infiltration Basin 1 IB2 Infiltration Basin 2 SMH-P7 CB DMH-P7 WQU-P1CB WQU-P1 WQU-P2CB WQU-P2 WQU-P4CB WQU-P4 70L Proposed Atwood Rd. Drainage Drainage Diagram for Proposed Drainage (7-5-17)Prepared by Tighe & Bond, Inc., Printed 7/10/2017 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.181 60 Woods, Fair, HSG B (20S) 0.191 61 >75% Grass cover, Good, HSG B (20S) 1.132 69 50-75% Grass cover, Fair, HSG B (1S, 3S, 4S, 6S, 7S, 8S, 9S, 10S, 13S, 15S, 16S, 21S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S) 3.814 98 Paved parking, HSG B (1S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S, 14S, 15S, 16S, 25S, 26S, 27S, 28S, 30S, 31S, 32S, 74S, 75S, 77S) 0.977 98 Roofs, HSG B (24S, 71S) 1.126 98 Water Surface, HSG B (17S, 18S, 19S, 20S, 29S) 7.422 92 TOTAL AREA Proposed Conditions Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 7.422 HSG B 1S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S, 14S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 24S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S, 71S, 74S, 75S, 77S 0.000 HSG C 0.000 HSG D 0.000 Other 7.422 TOTAL AREA Proposed Conditions Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Fill (inches) 1 BIO1 116.50 116.25 25.0 0.0100 0.013 18.0 0.0 0.0 2 CB-P1 117.60 117.25 70.0 0.0050 0.013 12.0 0.0 0.0 3 CB-P10 117.30 117.15 30.0 0.0050 0.013 12.0 0.0 0.0 4 CB-P11 118.70 118.55 30.0 0.0050 0.013 12.0 0.0 0.0 5 CB-P13 119.90 119.48 84.0 0.0050 0.013 12.0 0.0 0.0 6 CB-P15 119.10 118.82 57.0 0.0049 0.013 12.0 0.0 0.0 7 CB-P17 118.20 118.00 39.0 0.0051 0.013 12.0 0.0 0.0 8 CB-P18 117.70 117.57 25.0 0.0052 0.013 12.0 0.0 0.0 9 CB-P19 117.20 115.76 73.0 0.0197 0.013 12.0 0.0 0.0 10 CB-P2 117.10 116.63 94.0 0.0050 0.013 12.0 0.0 0.0 11 CB-P20 117.20 117.00 26.0 0.0077 0.013 12.0 0.0 0.0 12 CB-P21 118.25 118.10 30.0 0.0050 0.013 12.0 0.0 0.0 13 CB-P22 117.70 115.20 125.0 0.0200 0.013 12.0 0.0 0.0 14 CB-P3 117.10 116.75 70.0 0.0050 0.013 12.0 0.0 0.0 15 CB-P4 117.10 116.63 94.0 0.0050 0.013 12.0 0.0 0.0 16 CB-P5 117.10 116.75 69.0 0.0051 0.013 12.0 0.0 0.0 17 CB-P6 117.10 116.63 94.0 0.0050 0.013 12.0 0.0 0.0 18 CB-P7 117.90 117.55 69.0 0.0051 0.013 12.0 0.0 0.0 19 CB-P8 117.90 117.43 94.0 0.0050 0.013 12.0 0.0 0.0 20 CB-P9 117.30 117.14 15.0 0.0107 0.013 12.0 0.0 0.0 21 CB-P`14 119.90 119.61 58.0 0.0050 0.013 12.0 0.0 0.0 22 DMH-1 113.19 110.13 237.0 0.0129 0.012 18.0 0.0 0.0 23 DMH-P1 118.32 117.50 201.0 0.0041 0.013 18.0 0.0 0.0 24 DMH-P10 116.67 116.36 62.0 0.0050 0.013 24.0 0.0 0.0 25 DMH-P11 110.13 108.58 103.0 0.0150 0.013 18.0 0.0 0.0 26 DMH-P2 117.00 116.00 82.0 0.0122 0.013 24.0 0.0 0.0 27 DMH-P3 116.53 115.89 129.0 0.0050 0.013 24.0 0.0 0.0 28 DMH-P5 115.79 115.16 126.0 0.0050 0.013 24.0 0.0 0.0 29 DMH-P6 115.08 114.31 154.0 0.0050 0.013 24.0 0.0 0.0 30 DMH-P8 116.26 115.84 84.0 0.0050 0.013 24.0 0.0 0.0 31 DMH-P9 117.08 116.77 62.0 0.0050 0.013 24.0 0.0 0.0 32 IB1 114.00 114.00 73.0 0.0000 0.013 12.0 0.0 0.0 33 IB1 113.00 112.75 20.0 0.0125 0.013 24.0 0.0 0.0 34 IB1 113.00 112.75 20.0 0.0125 0.013 24.0 0.0 0.0 35 IB2 113.00 112.00 36.0 0.0278 0.013 24.0 0.0 0.0 36 IB2 112.00 111.00 35.0 0.0286 0.013 12.0 0.0 0.0 37 SMH-P7 115.74 115.18 111.0 0.0050 0.013 24.0 0.0 0.0 38 WQU-P1 114.91 114.50 78.0 0.0053 0.013 24.0 0.0 0.0 39 WQU-P2 114.06 113.84 38.0 0.0058 0.013 24.0 0.0 0.0 40 WQU-P4 114.50 113.50 28.0 0.0357 0.013 12.0 0.0 0.0 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=2.42"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=1.06 cfs 0.078 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=2.42"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=2.52"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=1.25 cfs 0.093 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.13 cfs 0.010 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=2.32"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=1.05 cfs 0.076 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=2.42"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=2.42"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=2.52"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.00 cfs 0.075 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=2.32"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=0.57 cfs 0.041 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.41 cfs 0.032 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=1.43"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.33 cfs 0.024 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.18 cfs 0.015 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=1.96"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.23 cfs 0.016 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=1.37"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.38 cfs 0.027 af Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=1.12 cfs 0.102 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.35 cfs 0.028 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=0.95"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=0.55 cfs 0.046 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.19 cfs 0.016 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=1.29 cfs 0.105 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=2.42"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=0.69 cfs 0.051 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=2.42"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.45 cfs 0.033 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=2.32"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.44 cfs 0.032 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=2.23"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=0.68 cfs 0.049 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=1.96"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.21 cfs 0.015 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=2.32"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.17 cfs 0.012 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=2.23"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.17 cfs 0.012 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=1.65"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.22 cfs 0.016 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 71S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=1.60 cfs 0.126 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.25 cfs 0.020 af Runoff Area=600 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.04 cfs 0.003 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.35 cfs 0.027 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=4.81 cfs 0.371 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=4.81 cfs 0.371 af Inflow=9.63 cfs 0.813 afReach 72R: Design Point 1 - Western Wetland Area Outflow=9.63 cfs 0.813 af Peak Elev=117.71' Storage=6,861 cf Inflow=6.10 cfs 0.464 afPond BIO1: BioRetention Basin 1 Discarded=0.14 cfs 0.209 af Primary=3.45 cfs 0.223 af Secondary=0.00 cfs 0.000 af Outflow=3.59 cfs 0.432 af Peak Elev=118.11' Inflow=0.69 cfs 0.051 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.69 cfs 0.051 af Peak Elev=117.55' Inflow=0.17 cfs 0.012 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.17 cfs 0.012 af Peak Elev=118.98' Inflow=0.22 cfs 0.016 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.22 cfs 0.016 af Peak Elev=120.54' Inflow=1.06 cfs 0.078 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=1.06 cfs 0.078 af Peak Elev=119.82' Inflow=1.25 cfs 0.093 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=1.25 cfs 0.093 af Peak Elev=118.50' Inflow=0.25 cfs 0.020 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.25 cfs 0.020 af Peak Elev=117.82' Inflow=0.04 cfs 0.003 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.04 cfs 0.003 af Peak Elev=117.44' Inflow=0.18 cfs 0.015 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.18 cfs 0.015 af Peak Elev=117.73' Inflow=1.05 cfs 0.076 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.05 cfs 0.076 af Peak Elev=117.66' Inflow=0.61 cfs 0.043 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=0.61 cfs 0.043 af Peak Elev=118.50' Inflow=0.17 cfs 0.012 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.17 cfs 0.012 af Peak Elev=118.02' Inflow=0.33 cfs 0.024 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.33 cfs 0.024 af Peak Elev=117.50' Inflow=0.45 cfs 0.033 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.45 cfs 0.033 af Peak Elev=117.58' Inflow=0.64 cfs 0.047 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.49' Inflow=0.44 cfs 0.032 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.44 cfs 0.032 af Peak Elev=117.58' Inflow=0.64 cfs 0.047 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Peak Elev=118.40' Inflow=0.68 cfs 0.049 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.68 cfs 0.049 af Peak Elev=118.52' Inflow=1.00 cfs 0.075 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.00 cfs 0.075 af Peak Elev=117.55' Inflow=0.21 cfs 0.015 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.21 cfs 0.015 af Peak Elev=120.39' Inflow=0.64 cfs 0.047 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Peak Elev=114.27' Inflow=5.99 cfs 0.415 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=5.99 cfs 0.415 af Peak Elev=119.29' Inflow=2.94 cfs 0.218 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' Outflow=2.94 cfs 0.218 af Peak Elev=117.28' Inflow=1.54 cfs 0.112 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.54 cfs 0.112 af Peak Elev=111.21' Inflow=5.99 cfs 0.547 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=5.99 cfs 0.547 af Peak Elev=117.24' Inflow=0.29 cfs 0.023 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.29 cfs 0.023 af Peak Elev=117.15' Inflow=1.68 cfs 0.123 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=1.68 cfs 0.123 af Peak Elev=116.68' Inflow=3.32 cfs 0.244 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=3.32 cfs 0.244 af Peak Elev=116.01' Inflow=3.65 cfs 0.264 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=3.65 cfs 0.264 af Peak Elev=117.07' Inflow=2.65 cfs 0.193 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.65 cfs 0.193 af Peak Elev=117.54' Inflow=0.91 cfs 0.067 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.91 cfs 0.067 af Peak Elev=113.64' Storage=4,303 cf Inflow=4.96 cfs 0.371 afPond IB1: Infiltration Basin 1 cfs 0.122 af Primary=0.00 cfs 0.000 af Secondary=3.94 cfs 0.219 af Tertiary=0.00 cfs 0.000 af Outflow=4.03 cfs 0.341 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=112.96' Storage=6,867 cf Inflow=4.81 cfs 0.381 afPond IB2: Infiltration Basin 2 cfs 0.212 af Primary=1.49 cfs 0.132 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=1.64 cfs 0.344 af Peak Elev=116.59' Inflow=3.04 cfs 0.221 afPond SMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=3.04 cfs 0.221 af Peak Elev=115.87' Inflow=3.66 cfs 0.268 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=3.66 cfs 0.268 af Peak Elev=115.08' Inflow=3.83 cfs 0.279 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=3.83 cfs 0.279 af Peak Elev=114.86' Inflow=0.41 cfs 0.032 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.41 cfs 0.032 af 2-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=5.99 cfs 0.415 afLink Area= 2.650 ac 69.70% Imperv. Primary=5.99 cfs 0.415 af Total Runoff Area = 7.422 ac Runoff Volume = 1.410 af Average Runoff Depth = 2.28" 20.27% Pervious = 1.505 ac 79.73% Impervious = 5.917 ac Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=16,858 sf Runoff Volume=0.078 af Runoff Depth=2.42" Tc=5.0 min CN=94 1.06 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,100 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=19,286 sf Runoff Volume=0.093 af Runoff Depth=2.52" Tc=5.0 min CN=95 1.25 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.13 cfs @ 12.07 hrs, Volume= 0.010 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=1,823 sf Runoff Volume=0.010 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.13 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=17,149 sf Runoff Volume=0.076 af Runoff Depth=2.32" Tc=5.0 min CN=93 1.05 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,107 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,111 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=15,536 sf Runoff Volume=0.075 af Runoff Depth=2.52" Tc=5.0 min CN=95 1.00 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=9,320 sf Runoff Volume=0.041 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.57 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.080.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=3,273 sf Runoff Volume=0.018 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.23 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,907 sf Runoff Volume=0.032 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.41 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=8,674 sf Runoff Volume=0.024 af Runoff Depth=1.43" Tc=5.0 min CN=82 0.33 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,678 sf Runoff Volume=0.015 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.18 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,367 sf Runoff Volume=0.016 af Runoff Depth=1.96" Tc=5.0 min CN=89 0.23 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.08 hrs, Volume= 0.027 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,357 sf Runoff Volume=0.027 af Runoff Depth=1.37" Tc=5.0 min CN=81 0.38 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 1.12 cfs @ 12.13 hrs, Volume= 0.102 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=18,868 sf Runoff Volume=0.102 af Runoff Depth=2.84" Flow Length=145' Tc=9.8 min CN=98 1.12 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=13,040 sf Runoff Volume=0.071 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.90 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,111 sf Runoff Volume=0.028 af Runoff Depth=2.84" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.35 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 0.55 cfs @ 12.13 hrs, Volume= 0.046 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=25,464 sf Runoff Volume=0.046 af Runoff Depth=0.95" Flow Length=97' Tc=8.3 min CN=74 0.55 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.10 hrs, Volume= 0.016 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,859 sf Runoff Volume=0.016 af Runoff Depth=0.71" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.19 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 1.29 cfs @ 12.09 hrs, Volume= 0.105 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=19,260 sf Runoff Volume=0.105 af Runoff Depth=2.84" Tc=6.0 min CN=98 1.29 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,011 sf Runoff Volume=0.051 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.69 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=7,156 sf Runoff Volume=0.033 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.45 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=7,148 sf Runoff Volume=0.032 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.44 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,566 sf Runoff Volume=0.049 af Runoff Depth=2.23" Tc=5.0 min CN=92 0.68 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,037 sf Runoff Volume=0.015 af Runoff Depth=1.96" Tc=5.0 min CN=89 0.21 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,778 sf Runoff Volume=0.012 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.17 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,907 sf Runoff Volume=0.012 af Runoff Depth=2.23" Tc=5.0 min CN=92 0.17 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,982 sf Runoff Volume=0.016 af Runoff Depth=1.65" Tc=5.0 min CN=85 0.22 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 71S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 1.60 cfs @ 12.07 hrs, Volume= 0.126 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 71S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=23,295 sf Runoff Volume=0.126 af Runoff Depth=2.84" Tc=5.0 min CN=98 1.60 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=3,619 sf Runoff Volume=0.020 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.25 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=600 sf Runoff Volume=0.003 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.04 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,047 sf Runoff Volume=0.027 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.35 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.972 ac, 85.53% Impervious, Inflow Depth = 1.50" for 2-Year event Inflow = 4.81 cfs @ 12.14 hrs, Volume= 0.371 af Outflow = 4.81 cfs @ 12.14 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.972 ac 4.81 cfs4.81 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.101 ac, 73.56% Impervious, Inflow Depth = 1.37" for 2-Year event Inflow = 9.63 cfs @ 12.09 hrs, Volume= 0.813 af Outflow = 9.63 cfs @ 12.09 hrs, Volume= 0.813 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.101 ac 9.63 cfs9.63 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 OUTLET by 0.21' [81] Warning: Exceeded Pond DMH-P2 by 0.54' @ 12.20 hrs Inflow Area = 2.142 ac, 92.63% Impervious, Inflow Depth = 2.60" for 2-Year event Inflow = 6.10 cfs @ 12.07 hrs, Volume= 0.464 af Outflow = 3.59 cfs @ 12.18 hrs, Volume= 0.432 af, Atten= 41%, Lag= 6.8 min Discarded = 0.14 cfs @ 12.18 hrs, Volume= 0.209 af Primary = 3.45 cfs @ 12.18 hrs, Volume= 0.223 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.18 hrs Surf.Area= 4,128 sf Storage= 6,861 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 190.1 min calculated for 0.432 af (93% of inflow) Center-of-Mass det. time= 152.7 min ( 925.7 - 773.0 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 119.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.14 cfs @ 12.18 hrs HW=117.71' (Free Discharge) 4=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=3.42 cfs @ 12.18 hrs HW=117.71' (Free Discharge) 1=Culvert (Passes 3.42 cfs of 4.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.42 cfs @ 2.87 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond BIO1: BioRetention Basin 1 Inflow Outflow Discarded PrimarySecondary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.142 ac Peak Elev=117.71' Storage=6,861 cf 6.10 cfs 3.59 cfs 0.14 cfs 3.45 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.11' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=118.09' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cfs @ 2.52 fps) Pond CB-P1: CB-P1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.253 ac Peak Elev=118.11' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.69 cfs0.69 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=117.54' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.69 fps) Pond CB-P10: CB-P10 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.064 ac Peak Elev=117.55' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.17 cfs0.17 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 1.65" for 2-Year event Inflow = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af Outflow = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.98' @ 12.08 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.21 cfs @ 12.08 hrs HW=118.98' (Free Discharge) 1=Culvert (Barrel Controls 0.21 cfs @ 1.82 fps) Pond CB-P11: CB-P11 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.114 ac Peak Elev=118.98' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.22 cfs0.22 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af Outflow = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.54' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.02 cfs @ 12.07 hrs HW=120.53' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 2.82 fps) Pond CB-P13: CB-P13 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.387 ac Peak Elev=120.54' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 1.06 cfs1.06 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 2.52" for 2-Year event Inflow = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af Outflow = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.82' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.20 cfs @ 12.07 hrs HW=119.80' (Free Discharge) 1=Culvert (Barrel Controls 1.20 cfs @ 2.85 fps) Pond CB-P15: CB-P15 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.443 ac Peak Elev=119.82' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 1.25 cfs1.25 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P17: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.50' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.24 cfs @ 12.07 hrs HW=118.49' (Free Discharge) 1=Culvert (Barrel Controls 0.24 cfs @ 1.90 fps) Pond CB-P17: CB-P17 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.083 ac Peak Elev=118.50' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.25 cfs0.25 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af Outflow = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.82' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.04 cfs @ 12.07 hrs HW=117.82' (Free Discharge) 1=Culvert (Barrel Controls 0.04 cfs @ 1.16 fps) Pond CB-P18: CB-P18 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.014 ac Peak Elev=117.82' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.04 cfs0.04 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af Outflow = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.44' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.18 cfs @ 12.07 hrs HW=117.43' (Free Discharge) 1=Culvert (Inlet Controls 0.18 cfs @ 1.29 fps) Pond CB-P19: CB-P19 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.061 ac Peak Elev=117.44' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.18 cfs0.18 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af Outflow = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.73' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.01 cfs @ 12.07 hrs HW=117.72' (Free Discharge) 1=Culvert (Barrel Controls 1.01 cfs @ 2.82 fps) Pond CB-P2: CB-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.394 ac Peak Elev=117.73' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.05 cfs1.05 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 1.54" for 2-Year event Inflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Outflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.66' @ 12.08 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.59 cfs @ 12.08 hrs HW=117.65' (Free Discharge) 1=Culvert (Barrel Controls 0.59 cfs @ 2.54 fps) Pond CB-P20: CB-P20 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.338 ac Peak Elev=117.66' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 0.61 cfs0.61 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.50' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=118.49' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.70 fps) Pond CB-P21: CB-P21 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.067 ac Peak Elev=118.50' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.17 cfs0.17 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 1.43" for 2-Year event Inflow = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af Outflow = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.02' @ 12.08 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.08 hrs HW=118.02' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.51 fps) Pond CB-P22: CB-P22 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.199 ac Peak Elev=118.02' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.33 cfs0.33 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.50' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.43 cfs @ 12.07 hrs HW=117.49' (Free Discharge) 1=Culvert (Barrel Controls 0.43 cfs @ 2.26 fps) Pond CB-P3: CB-P3 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.164 ac Peak Elev=117.50' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.45 cfs0.45 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.58' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.57' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.50 fps) Pond CB-P4: CB-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.232 ac Peak Elev=117.58' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.64 cfs0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af Outflow = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.42 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Barrel Controls 0.42 cfs @ 2.25 fps) Pond CB-P5: CB-P5 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.164 ac Peak Elev=117.49' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.44 cfs0.44 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.58' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.57' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.50 fps) Pond CB-P6: CB-P6 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.232 ac Peak Elev=117.58' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.64 cfs0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.40' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=118.39' (Free Discharge) 1=Culvert (Barrel Controls 0.66 cfs @ 2.52 fps) Pond CB-P7: CB-P7 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.266 ac Peak Elev=118.40' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.68 cfs0.68 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 2.52" for 2-Year event Inflow = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af Outflow = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.52' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.97 cfs @ 12.07 hrs HW=118.50' (Free Discharge) 1=Culvert (Barrel Controls 0.97 cfs @ 2.80 fps) Pond CB-P8: CB-P8 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.357 ac Peak Elev=118.52' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.00 cfs1.00 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af Outflow = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.08 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.21 cfs @ 12.08 hrs HW=117.55' (Free Discharge) 1=Culvert (Inlet Controls 0.21 cfs @ 1.34 fps) Pond CB-P9: CB-P9 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.093 ac Peak Elev=117.55' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.21 cfs0.21 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.39' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=120.37' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.44 fps) Pond CB-P`14: CB-P14 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.232 ac Peak Elev=120.39' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 0.64 cfs0.64 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 1.88" for 2-Year event Inflow = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af Outflow = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 min Primary = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.27' @ 12.06 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=5.83 cfs @ 12.06 hrs HW=114.25' (Free Discharge) 1=Culvert (Inlet Controls 5.83 cfs @ 4.38 fps) Pond DMH-1: DMH-1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.650 ac Peak Elev=114.27' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 5.99 cfs5.99 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 0.17' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 2.46" for 2-Year event Inflow = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af Outflow = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.29' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.32'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.32' / 117.50' S= 0.0041 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.83 cfs @ 12.07 hrs HW=119.27' (Free Discharge) 1=Culvert (Barrel Controls 2.83 cfs @ 3.44 fps) Pond DMH-P1: DMH-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.29' 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' 2.94 cfs2.94 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.17' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.19' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 2.25" for 2-Year event Inflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Outflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.28' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.48 cfs @ 12.07 hrs HW=117.26' (Free Discharge) 1=Culvert (Barrel Controls 1.48 cfs @ 2.83 fps) Pond DMH-P10: DMH-P10 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.598 ac Peak Elev=117.28' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.54 cfs1.54 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [79] Warning: Submerged Pond DMH-1 Primary device # 1 OUTLET by 1.07' [79] Warning: Submerged Pond IB2 Primary device # 3 OUTLET by 0.20' Inflow Area = 6.516 ac, 76.90% Impervious, Inflow Depth = 1.01" for 2-Year event Inflow = 5.99 cfs @ 12.06 hrs, Volume= 0.547 af Outflow = 5.99 cfs @ 12.06 hrs, Volume= 0.547 af, Atten= 0%, Lag= 0.0 min Primary = 5.99 cfs @ 12.06 hrs, Volume= 0.547 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 111.21' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.83 cfs @ 12.06 hrs HW=111.19' (Free Discharge) 1=Culvert (Inlet Controls 5.83 cfs @ 4.38 fps) Pond DMH-P11: DMH-P11 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=6.516 ac Peak Elev=111.21' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 5.99 cfs5.99 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.24' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.28 cfs @ 12.07 hrs HW=117.24' (Free Discharge) 1=Culvert (Inlet Controls 0.28 cfs @ 1.31 fps) Pond DMH-P2: DMH-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.097 ac Peak Elev=117.24' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.29 cfs0.29 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.04' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.04' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 2.36" for 2-Year event Inflow = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af Outflow = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.15' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.62 cfs @ 12.07 hrs HW=117.13' (Free Discharge) 1=Culvert (Barrel Controls 1.62 cfs @ 3.03 fps) Pond DMH-P3: DMH-P3 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.626 ac Peak Elev=117.15' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 1.68 cfs1.68 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.04' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.14' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af Outflow = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af, Atten= 0%, Lag= 0.0 min Primary = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.68' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.20 cfs @ 12.07 hrs HW=116.66' (Free Discharge) 1=Culvert (Barrel Controls 3.20 cfs @ 3.58 fps) Pond DMH-P5: DMH-P5 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.214 ac Peak Elev=116.68' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 3.32 cfs3.32 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond SMH-P7 Primary device # 1 INLET by 0.25' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 2.08" for 2-Year event Inflow = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af Outflow = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af, Atten= 0%, Lag= 0.0 min Primary = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.01' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.51 cfs @ 12.07 hrs HW=115.99' (Free Discharge) 1=Culvert (Barrel Controls 3.51 cfs @ 3.71 fps) Pond DMH-P6: DMH-P6 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.01' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 3.65 cfs3.65 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 OUTLET by 0.30' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.38' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 2.26" for 2-Year event Inflow = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.07' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.55 cfs @ 12.07 hrs HW=117.05' (Free Discharge) 1=Culvert (Barrel Controls 2.55 cfs @ 3.29 fps) Pond DMH-P8: DMH-P8 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=1.028 ac Peak Elev=117.07' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.65 cfs2.65 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 OUTLET by 0.28' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 2.18" for 2-Year event Inflow = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af Outflow = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.88 cfs @ 12.07 hrs HW=117.53' (Free Discharge) 1=Culvert (Barrel Controls 0.88 cfs @ 2.49 fps) Pond DMH-P9: DMH-P9 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.367 ac Peak Elev=117.54' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 0.91 cfs0.91 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.13' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 2.41" for 2-Year event Inflow = 4.96 cfs @ 12.07 hrs, Volume= 0.371 af Outflow = 4.03 cfs @ 12.13 hrs, Volume= 0.341 af, Atten= 19%, Lag= 3.7 min Discarded = 0.10 cfs @ 12.13 hrs, Volume= 0.122 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 3.94 cfs @ 12.13 hrs, Volume= 0.219 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.64' @ 12.13 hrs Surf.Area= 2,849 sf Storage= 4,303 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 158.1 min calculated for 0.341 af (92% of inflow) Center-of-Mass det. time= 116.2 min ( 898.2 - 782.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.10 cfs @ 12.13 hrs HW=113.63' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=3.87 cfs @ 12.13 hrs HW=113.63' (Free Discharge) 3=Culvert (Barrel Controls 1.93 cfs @ 3.42 fps) 4=Culvert (Barrel Controls 1.93 cfs @ 3.42 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB1: Infiltration Basin 1 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.64' Storage=4,303 cf 4.96 cfs 4.03 cfs 0.10 cfs 0.00 cfs 3.94 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 1.18" for 2-Year event Inflow = 4.81 cfs @ 12.08 hrs, Volume= 0.381 af Outflow = 1.64 cfs @ 12.40 hrs, Volume= 0.344 af, Atten= 66%, Lag= 18.9 min Discarded = 0.16 cfs @ 12.40 hrs, Volume= 0.212 af Primary = 1.49 cfs @ 12.40 hrs, Volume= 0.132 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 112.96' @ 12.40 hrs Surf.Area= 4,432 sf Storage= 6,867 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 251.0 min calculated for 0.344 af (90% of inflow) Center-of-Mass det. time= 203.8 min ( 992.7 - 789.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.16 cfs @ 12.40 hrs HW=112.96' (Free Discharge) 1=Exfiltration ( Controls 0.16 cfs) Primary OutFlow Max=1.49 cfs @ 12.40 hrs HW=112.96' (Free Discharge) 3=Culvert (Passes 1.49 cfs of 2.03 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Orifice Controls 1.49 cfs @ 2.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB2: Infiltration Basin 2 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=112.96' Storage=6,867 cf 4.81 cfs 1.64 cfs 0.16 cfs 1.49 cfs 0.00 cfs0.00 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond SMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.32' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 2.24" for 2-Year event Inflow = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af Outflow = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Primary = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.59' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.92 cfs @ 12.07 hrs HW=116.57' (Free Discharge) 1=Culvert (Barrel Controls 2.92 cfs @ 3.48 fps) Pond SMH-P7: DMH-P7 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.184 ac Peak Elev=116.59' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 3.04 cfs3.04 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 0.65' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.06' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 2.28" for 2-Year event Inflow = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af Outflow = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Primary = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.87' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.52 cfs @ 12.07 hrs HW=115.85' (Free Discharge) 1=Culvert (Barrel Controls 3.52 cfs @ 3.57 fps) Pond WQU-P1: WQU-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=115.87' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 3.66 cfs3.66 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond DMH-P6 Primary device # 1 OUTLET by 0.75' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 2.11" for 2-Year event Inflow = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af Outflow = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.08' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.69 cfs @ 12.07 hrs HW=115.05' (Free Discharge) 1=Culvert (Barrel Controls 3.69 cfs @ 3.46 fps) Pond WQU-P2: WQU-P2 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.08' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 3.83 cfs3.83 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af Outflow = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.86' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.39 cfs @ 12.07 hrs HW=114.85' (Free Discharge) 1=Culvert (Inlet Controls 0.39 cfs @ 1.59 fps) Pond WQU-P4: WQU-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.136 ac Peak Elev=114.86' 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.41 cfs0.41 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Proposed Atwood Rd. Drainage Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 1.88" for 2-Year event Inflow = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af Primary = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 2-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Link 70L: Proposed Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.650 ac 2-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.650 ac 69.70% Imperv. 5.99 cfs5.99 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=3.79"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=1.62 cfs 0.122 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=3.79"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=3.90"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=1.88 cfs 0.144 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.18 cfs 0.015 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=3.68"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=1.62 cfs 0.121 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=3.79"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=3.79"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=3.90"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.52 cfs 0.116 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=3.68"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=0.88 cfs 0.066 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.33 cfs 0.027 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.60 cfs 0.048 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=2.61"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.61 cfs 0.043 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.27 cfs 0.022 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=3.27"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.38 cfs 0.027 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=2.52"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.70 cfs 0.050 af Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=1.64 cfs 0.153 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=1.32 cfs 0.106 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.52 cfs 0.041 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=1.95"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=1.20 cfs 0.095 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.48 cfs 0.036 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=1.89 cfs 0.156 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=3.79"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.06 cfs 0.080 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=3.79"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.69 cfs 0.052 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=3.68"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.67 cfs 0.050 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=3.57"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.07 cfs 0.079 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=3.27"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.35 cfs 0.025 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=3.68"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.26 cfs 0.020 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=3.57"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.27 cfs 0.020 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=2.88"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.39 cfs 0.027 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 71S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=2.35 cfs 0.189 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.37 cfs 0.029 af Runoff Area=600 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.06 cfs 0.005 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.51 cfs 0.041 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=8.30 cfs 0.673 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=8.30 cfs 0.673 af Inflow=17.72 cfs 1.517 afReach 72R: Design Point 1 - Western Wetland Area Outflow=17.72 cfs 1.517 af Peak Elev=118.09' Storage=8,470 cf Inflow=9.16 cfs 0.710 afPond BIO1: BioRetention Basin 1 Discarded=0.15 cfs 0.228 af Primary=5.80 cfs 0.440 af Secondary=0.00 cfs 0.000 af Outflow=5.95 cfs 0.668 af Peak Elev=118.25' Inflow=1.06 cfs 0.080 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.06 cfs 0.080 af Peak Elev=117.61' Inflow=0.26 cfs 0.020 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.26 cfs 0.020 af Peak Elev=119.08' Inflow=0.39 cfs 0.027 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.39 cfs 0.027 af Peak Elev=120.73' Inflow=1.62 cfs 0.122 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=1.62 cfs 0.122 af Peak Elev=120.04' Inflow=1.88 cfs 0.144 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=1.88 cfs 0.144 af Peak Elev=118.56' Inflow=0.37 cfs 0.029 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.37 cfs 0.029 af Peak Elev=117.85' Inflow=0.06 cfs 0.005 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.06 cfs 0.005 af Peak Elev=117.49' Inflow=0.27 cfs 0.022 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.27 cfs 0.022 af Peak Elev=117.93' Inflow=1.62 cfs 0.121 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.62 cfs 0.121 af Peak Elev=117.84' Inflow=1.08 cfs 0.077 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=1.08 cfs 0.077 af Peak Elev=118.56' Inflow=0.27 cfs 0.020 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.27 cfs 0.020 af Peak Elev=118.15' Inflow=0.61 cfs 0.043 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.61 cfs 0.043 af Peak Elev=117.60' Inflow=0.69 cfs 0.052 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.69 cfs 0.052 af Peak Elev=117.71' Inflow=0.97 cfs 0.073 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.60' Inflow=0.67 cfs 0.050 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.67 cfs 0.050 af Peak Elev=117.71' Inflow=0.97 cfs 0.073 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Peak Elev=118.55' Inflow=1.07 cfs 0.079 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.07 cfs 0.079 af Peak Elev=118.70' Inflow=1.52 cfs 0.116 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.52 cfs 0.116 af Peak Elev=117.63' Inflow=0.35 cfs 0.025 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.35 cfs 0.025 af Peak Elev=120.52' Inflow=0.97 cfs 0.073 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Peak Elev=114.59' Inflow=8.63 cfs 0.688 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=8.63 cfs 0.688 af Peak Elev=119.58' Inflow=4.47 cfs 0.339 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' Outflow=4.47 cfs 0.339 af Peak Elev=117.45' Inflow=2.40 cfs 0.179 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.40 cfs 0.179 af Peak Elev=111.90' Inflow=10.78 cfs 0.982 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=10.78 cfs 0.982 af Peak Elev=117.30' Inflow=0.43 cfs 0.034 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.43 cfs 0.034 af Peak Elev=117.31' Inflow=2.59 cfs 0.194 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=2.59 cfs 0.194 af Peak Elev=116.93' Inflow=5.07 cfs 0.383 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=5.07 cfs 0.383 af Peak Elev=116.30' Inflow=5.84 cfs 0.430 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=5.84 cfs 0.430 af Peak Elev=117.30' Inflow=4.14 cfs 0.308 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=4.14 cfs 0.308 af Peak Elev=117.67' Inflow=1.44 cfs 0.107 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.44 cfs 0.107 af Peak Elev=113.83' Storage=4,891 cf Inflow=7.60 cfs 0.580 afPond IB1: Infiltration Basin 1 cfs 0.134 af Primary=0.00 cfs 0.000 af Secondary=6.30 cfs 0.413 af Tertiary=0.00 cfs 0.000 af Outflow=6.41 cfs 0.547 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=113.43' Storage=9,069 cf Inflow=7.52 cfs 0.605 afPond IB2: Infiltration Basin 2 cfs 0.235 af Primary=2.87 cfs 0.294 af Secondary=0.96 cfs 0.027 af Tertiary=0.00 cfs 0.000 af Outflow=4.02 cfs 0.556 af Peak Elev=116.84' Inflow=4.75 cfs 0.353 afPond SMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=4.75 cfs 0.353 af Peak Elev=116.15' Inflow=5.69 cfs 0.426 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=5.69 cfs 0.426 af Peak Elev=115.40' Inflow=6.11 cfs 0.452 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=6.11 cfs 0.452 af Peak Elev=114.94' Inflow=0.60 cfs 0.048 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.60 cfs 0.048 af 10-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=8.63 cfs 0.688 afLink Area= 2.650 ac 69.70% Imperv. Primary=8.63 cfs 0.688 af Total Runoff Area = 7.422 ac Runoff Volume = 2.222 af Average Runoff Depth = 3.59" 20.27% Pervious = 1.505 ac 79.73% Impervious = 5.917 ac Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=16,858 sf Runoff Volume=0.122 af Runoff Depth=3.79" Tc=5.0 min CN=94 1.62 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,100 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=19,286 sf Runoff Volume=0.144 af Runoff Depth=3.90" Tc=5.0 min CN=95 1.88 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=1,823 sf Runoff Volume=0.015 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.18 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=17,149 sf Runoff Volume=0.121 af Runoff Depth=3.68" Tc=5.0 min CN=93 1.62 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,107 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,111 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=15,536 sf Runoff Volume=0.116 af Runoff Depth=3.90" Tc=5.0 min CN=95 1.52 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=9,320 sf Runoff Volume=0.066 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.88 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=3,273 sf Runoff Volume=0.027 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.33 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,907 sf Runoff Volume=0.048 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.60 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=8,674 sf Runoff Volume=0.043 af Runoff Depth=2.61" Tc=5.0 min CN=82 0.61 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,678 sf Runoff Volume=0.022 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.27 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,367 sf Runoff Volume=0.027 af Runoff Depth=3.27" Tc=5.0 min CN=89 0.38 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.70 cfs @ 12.08 hrs, Volume= 0.050 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,357 sf Runoff Volume=0.050 af Runoff Depth=2.52" Tc=5.0 min CN=81 0.70 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 1.64 cfs @ 12.13 hrs, Volume= 0.153 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=18,868 sf Runoff Volume=0.153 af Runoff Depth=4.23" Flow Length=145' Tc=9.8 min CN=98 1.64 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 108HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.07 hrs, Volume= 0.106 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=13,040 sf Runoff Volume=0.106 af Runoff Depth=4.23" Tc=5.0 min CN=98 1.32 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 109HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,111 sf Runoff Volume=0.041 af Runoff Depth=4.23" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.52 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 110HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 1.20 cfs @ 12.12 hrs, Volume= 0.095 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 111HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=25,464 sf Runoff Volume=0.095 af Runoff Depth=1.95" Flow Length=97' Tc=8.3 min CN=74 1.20 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 112HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.10 hrs, Volume= 0.036 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,859 sf Runoff Volume=0.036 af Runoff Depth=1.58" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.48 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 113HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 1.89 cfs @ 12.09 hrs, Volume= 0.156 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=19,260 sf Runoff Volume=0.156 af Runoff Depth=4.23" Tc=6.0 min CN=98 1.89 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 114HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,011 sf Runoff Volume=0.080 af Runoff Depth=3.79" Tc=5.0 min CN=94 1.06 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 115HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=7,156 sf Runoff Volume=0.052 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.69 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 116HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=7,148 sf Runoff Volume=0.050 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.67 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 117HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,566 sf Runoff Volume=0.079 af Runoff Depth=3.57" Tc=5.0 min CN=92 1.07 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 118HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,037 sf Runoff Volume=0.025 af Runoff Depth=3.27" Tc=5.0 min CN=89 0.35 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 119HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,778 sf Runoff Volume=0.020 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.26 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 120HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,907 sf Runoff Volume=0.020 af Runoff Depth=3.57" Tc=5.0 min CN=92 0.27 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 121HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,982 sf Runoff Volume=0.027 af Runoff Depth=2.88" Tc=5.0 min CN=85 0.39 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 122HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 71S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 2.35 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 71S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=23,295 sf Runoff Volume=0.189 af Runoff Depth=4.23" Tc=5.0 min CN=98 2.35 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 123HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=3,619 sf Runoff Volume=0.029 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.37 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 124HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=600 sf Runoff Volume=0.005 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.06 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 125HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,047 sf Runoff Volume=0.041 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.51 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 126HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.972 ac, 85.53% Impervious, Inflow Depth = 2.72" for 10-Year event Inflow = 8.30 cfs @ 12.12 hrs, Volume= 0.673 af Outflow = 8.30 cfs @ 12.12 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.972 ac 8.30 cfs8.30 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 127HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.101 ac, 73.56% Impervious, Inflow Depth = 2.56" for 10-Year event Inflow = 17.72 cfs @ 12.10 hrs, Volume= 1.517 af Outflow = 17.72 cfs @ 12.10 hrs, Volume= 1.517 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.101 ac 17.72 cfs17.72 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 128HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 OUTLET by 0.58' [81] Warning: Exceeded Pond DMH-P2 by 0.86' @ 12.20 hrs Inflow Area = 2.142 ac, 92.63% Impervious, Inflow Depth = 3.98" for 10-Year event Inflow = 9.16 cfs @ 12.07 hrs, Volume= 0.710 af Outflow = 5.95 cfs @ 12.17 hrs, Volume= 0.668 af, Atten= 35%, Lag= 5.7 min Discarded = 0.15 cfs @ 12.17 hrs, Volume= 0.228 af Primary = 5.80 cfs @ 12.17 hrs, Volume= 0.440 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.09' @ 12.17 hrs Surf.Area= 4,502 sf Storage= 8,470 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 140.4 min calculated for 0.668 af (94% of inflow) Center-of-Mass det. time= 107.1 min ( 870.8 - 763.6 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 119.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 129HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.15 cfs @ 12.17 hrs HW=118.08' (Free Discharge) 4=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=5.75 cfs @ 12.17 hrs HW=118.08' (Free Discharge) 1=Culvert (Passes 5.75 cfs of 6.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.75 cfs @ 3.66 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond BIO1: BioRetention Basin 1 Inflow Outflow Discarded PrimarySecondary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.142 ac Peak Elev=118.09' Storage=8,470 cf 9.16 cfs 5.95 cfs 0.15 cfs 5.80 cfs 0.00 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 130HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af Outflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.25' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.02 cfs @ 12.07 hrs HW=118.23' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 2.79 fps) Pond CB-P1: CB-P1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.253 ac Peak Elev=118.25' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.06 cfs1.06 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 131HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.25 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Barrel Controls 0.25 cfs @ 1.89 fps) Pond CB-P10: CB-P10 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.064 ac Peak Elev=117.61' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.26 cfs0.26 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 132HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.08' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.37 cfs @ 12.07 hrs HW=119.07' (Free Discharge) 1=Culvert (Barrel Controls 0.37 cfs @ 2.08 fps) Pond CB-P11: CB-P11 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac Peak Elev=119.08' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.39 cfs0.39 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 133HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af Outflow = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.73' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=120.71' (Free Discharge) 1=Culvert (Barrel Controls 1.56 cfs @ 3.10 fps) Pond CB-P13: CB-P13 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.387 ac Peak Elev=120.73' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 1.62 cfs1.62 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 134HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 3.90" for 10-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.04' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=120.02' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.14 fps) Pond CB-P15: CB-P15 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.443 ac Peak Elev=120.04' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 1.88 cfs1.88 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 135HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P17: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af Outflow = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.56' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.35 cfs @ 12.07 hrs HW=118.55' (Free Discharge) 1=Culvert (Barrel Controls 0.35 cfs @ 2.10 fps) Pond CB-P17: CB-P17 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.083 ac Peak Elev=118.56' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.37 cfs0.37 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 136HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af Outflow = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.85' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.06 cfs @ 12.07 hrs HW=117.84' (Free Discharge) 1=Culvert (Barrel Controls 0.06 cfs @ 1.29 fps) Pond CB-P18: CB-P18 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac Peak Elev=117.85' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.06 cfs0.06 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 137HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Inlet Controls 0.26 cfs @ 1.43 fps) Pond CB-P19: CB-P19 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.061 ac Peak Elev=117.49' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.27 cfs0.27 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 138HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af Outflow = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.93' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=117.91' (Free Discharge) 1=Culvert (Barrel Controls 1.56 cfs @ 3.12 fps) Pond CB-P2: CB-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.394 ac Peak Elev=117.93' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.62 cfs1.62 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 139HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 2.74" for 10-Year event Inflow = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af Outflow = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.84' @ 12.08 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.04 cfs @ 12.08 hrs HW=117.83' (Free Discharge) 1=Culvert (Barrel Controls 1.04 cfs @ 2.88 fps) Pond CB-P20: CB-P20 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.338 ac Peak Elev=117.84' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 1.08 cfs1.08 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 140HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.56' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=118.56' (Free Discharge) 1=Culvert (Barrel Controls 0.26 cfs @ 1.90 fps) Pond CB-P21: CB-P21 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.067 ac Peak Elev=118.56' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.27 cfs0.27 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 141HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 2.61" for 10-Year event Inflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Outflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.15' @ 12.08 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.59 cfs @ 12.08 hrs HW=118.14' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @ 1.78 fps) Pond CB-P22: CB-P22 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.199 ac Peak Elev=118.15' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.61 cfs0.61 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 142HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=117.59' (Free Discharge) 1=Culvert (Barrel Controls 0.66 cfs @ 2.51 fps) Pond CB-P3: CB-P3 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.60' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.69 cfs0.69 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 143HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.77 fps) Pond CB-P4: CB-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.71' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.97 cfs0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 144HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af Outflow = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.65 cfs @ 12.07 hrs HW=117.59' (Free Discharge) 1=Culvert (Barrel Controls 0.65 cfs @ 2.51 fps) Pond CB-P5: CB-P5 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.60' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.67 cfs0.67 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 145HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.77 fps) Pond CB-P6: CB-P6 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.71' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.97 cfs0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 146HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af Outflow = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Primary = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.55' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.03 cfs @ 12.07 hrs HW=118.53' (Free Discharge) 1=Culvert (Barrel Controls 1.03 cfs @ 2.80 fps) Pond CB-P7: CB-P7 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.266 ac Peak Elev=118.55' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.07 cfs1.07 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 147HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 3.90" for 10-Year event Inflow = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af Outflow = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.70' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.46 cfs @ 12.07 hrs HW=118.68' (Free Discharge) 1=Culvert (Barrel Controls 1.46 cfs @ 3.08 fps) Pond CB-P8: CB-P8 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.357 ac Peak Elev=118.70' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.52 cfs1.52 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 148HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af Outflow = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.63' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.34 cfs @ 12.07 hrs HW=117.62' (Free Discharge) 1=Culvert (Inlet Controls 0.34 cfs @ 1.53 fps) Pond CB-P9: CB-P9 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.093 ac Peak Elev=117.63' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.35 cfs0.35 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 149HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.52' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=120.50' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.70 fps) Pond CB-P`14: CB-P14 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=120.52' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 0.97 cfs0.97 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 150HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 3.11" for 10-Year event Inflow = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af Outflow = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af, Atten= 0%, Lag= 0.0 min Primary = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.59' @ 12.05 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=8.60 cfs @ 12.05 hrs HW=114.58' (Free Discharge) 1=Culvert (Inlet Controls 8.60 cfs @ 5.02 fps) Pond DMH-1: DMH-1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac Peak Elev=114.59' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 8.63 cfs8.63 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 151HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 [79] Warning: Submerged Pond CB-P13 Primary device # 1 OUTLET by 0.07' [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 0.45' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 3.83" for 10-Year event Inflow = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af Outflow = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.58' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.32'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.32' / 117.50' S= 0.0041 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.31 cfs @ 12.07 hrs HW=119.55' (Free Discharge) 1=Culvert (Barrel Controls 4.31 cfs @ 3.79 fps) Pond DMH-P1: DMH-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.58' 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' 4.47 cfs4.47 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 152HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.33' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.35' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af Outflow = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.45' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.31 cfs @ 12.07 hrs HW=117.43' (Free Discharge) 1=Culvert (Barrel Controls 2.31 cfs @ 3.14 fps) Pond DMH-P10: DMH-P10 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.598 ac Peak Elev=117.45' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 2.40 cfs2.40 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 153HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [79] Warning: Submerged Pond DMH-1 Primary device # 1 OUTLET by 1.76' [79] Warning: Submerged Pond IB2 Primary device # 3 OUTLET by 0.89' Inflow Area = 6.516 ac, 76.90% Impervious, Inflow Depth = 1.81" for 10-Year event Inflow = 10.78 cfs @ 12.06 hrs, Volume= 0.982 af Outflow = 10.78 cfs @ 12.06 hrs, Volume= 0.982 af, Atten= 0%, Lag= 0.0 min Primary = 10.78 cfs @ 12.06 hrs, Volume= 0.982 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 111.90' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.50 cfs @ 12.06 hrs HW=111.86' (Free Discharge) 1=Culvert (Inlet Controls 10.50 cfs @ 5.94 fps) Pond DMH-P11: DMH-P11 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.516 ac Peak Elev=111.90' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 10.78 cfs10.78 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 154HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.30' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.41 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Inlet Controls 0.41 cfs @ 1.45 fps) Pond DMH-P2: DMH-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.097 ac Peak Elev=117.30' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.43 cfs0.43 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 155HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.20' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.20' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 3.72" for 10-Year event Inflow = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af Outflow = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.31' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.49 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Barrel Controls 2.49 cfs @ 3.37 fps) Pond DMH-P3: DMH-P3 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.626 ac Peak Elev=117.31' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 2.59 cfs2.59 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 156HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.28' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.38' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 3.78" for 10-Year event Inflow = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af Outflow = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.93' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.89 cfs @ 12.07 hrs HW=116.90' (Free Discharge) 1=Culvert (Barrel Controls 4.89 cfs @ 3.95 fps) Pond DMH-P5: DMH-P5 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=116.93' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 5.07 cfs5.07 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 157HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond SMH-P7 Primary device # 1 INLET by 0.54' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 3.39" for 10-Year event Inflow = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af Outflow = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af, Atten= 0%, Lag= 0.0 min Primary = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.30' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.62 cfs @ 12.07 hrs HW=116.27' (Free Discharge) 1=Culvert (Barrel Controls 5.62 cfs @ 4.14 fps) Pond DMH-P6: DMH-P6 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.30' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 5.84 cfs5.84 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 158HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 INLET by 0.18' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.61' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 3.60" for 10-Year event Inflow = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af Outflow = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min Primary = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.30' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.99 cfs @ 12.07 hrs HW=117.27' (Free Discharge) 1=Culvert (Barrel Controls 3.99 cfs @ 3.65 fps) Pond DMH-P8: DMH-P8 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.30' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 4.14 cfs4.14 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 159HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 INLET by 0.06' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 3.50" for 10-Year event Inflow = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.39 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 1.39 cfs @ 2.79 fps) Pond DMH-P9: DMH-P9 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.367 ac Peak Elev=117.67' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.44 cfs1.44 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 160HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.32' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 3.76" for 10-Year event Inflow = 7.60 cfs @ 12.07 hrs, Volume= 0.580 af Outflow = 6.41 cfs @ 12.12 hrs, Volume= 0.547 af, Atten= 16%, Lag= 3.2 min Discarded = 0.10 cfs @ 12.12 hrs, Volume= 0.134 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 6.30 cfs @ 12.12 hrs, Volume= 0.413 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.83' @ 12.12 hrs Surf.Area= 3,058 sf Storage= 4,891 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 114.9 min calculated for 0.547 af (94% of inflow) Center-of-Mass det. time= 83.1 min ( 855.1 - 772.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 161HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.10 cfs @ 12.12 hrs HW=113.82' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=6.15 cfs @ 12.12 hrs HW=113.82' (Free Discharge) 3=Culvert (Barrel Controls 3.07 cfs @ 3.74 fps) 4=Culvert (Barrel Controls 3.07 cfs @ 3.74 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB1: Infiltration Basin 1 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.83' Storage=4,891 cf 7.60 cfs 6.41 cfs 0.10 cfs0.00 cfs 6.30 cfs 0.00 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 162HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 1.88" for 10-Year event Inflow = 7.52 cfs @ 12.08 hrs, Volume= 0.605 af Outflow = 4.02 cfs @ 12.24 hrs, Volume= 0.556 af, Atten= 47%, Lag= 9.5 min Discarded = 0.18 cfs @ 12.24 hrs, Volume= 0.235 af Primary = 2.87 cfs @ 12.24 hrs, Volume= 0.294 af Secondary = 0.96 cfs @ 12.24 hrs, Volume= 0.027 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.43' @ 12.24 hrs Surf.Area= 4,940 sf Storage= 9,069 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 177.5 min calculated for 0.556 af (92% of inflow) Center-of-Mass det. time= 135.3 min ( 914.1 - 778.7 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 163HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 1=Exfiltration ( Controls 0.18 cfs) Primary OutFlow Max=2.87 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 3=Culvert (Inlet Controls 2.87 cfs @ 3.66 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 2.87 cfs of 4.28 cfs potential flow) Secondary OutFlow Max=0.96 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 2=Culvert (Inlet Controls 0.96 cfs @ 1.96 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB2: Infiltration Basin 2 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=113.43' Storage=9,069 cf 7.52 cfs 4.02 cfs 0.18 cfs 2.87 cfs 0.96 cfs 0.00 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 164HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond SMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.56' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 3.58" for 10-Year event Inflow = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af Outflow = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af, Atten= 0%, Lag= 0.0 min Primary = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.84' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.58 cfs @ 12.07 hrs HW=116.82' (Free Discharge) 1=Culvert (Barrel Controls 4.58 cfs @ 3.86 fps) Pond SMH-P7: DMH-P7 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=116.84' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 4.75 cfs4.75 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 165HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 0.93' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.34' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 3.62" for 10-Year event Inflow = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af Outflow = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af, Atten= 0%, Lag= 0.0 min Primary = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.15' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.47 cfs @ 12.07 hrs HW=116.12' (Free Discharge) 1=Culvert (Barrel Controls 5.47 cfs @ 3.94 fps) Pond WQU-P1: WQU-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.15' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 5.69 cfs5.69 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 166HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond DMH-P6 Primary device # 1 INLET by 0.29' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 3.42" for 10-Year event Inflow = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af Outflow = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af, Atten= 0%, Lag= 0.0 min Primary = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.40' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.88 cfs @ 12.07 hrs HW=115.37' (Free Discharge) 1=Culvert (Barrel Controls 5.88 cfs @ 3.84 fps) Pond WQU-P2: WQU-P2 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.40' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 6.11 cfs6.11 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 167HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af Outflow = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.94' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=114.93' (Free Discharge) 1=Culvert (Inlet Controls 0.57 cfs @ 1.77 fps) Pond WQU-P4: WQU-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.136 ac Peak Elev=114.94' 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.60 cfs0.60 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 168HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Proposed Atwood Rd. Drainage Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 3.11" for 10-Year event Inflow = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af Primary = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 10-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Link 70L: Proposed Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 10-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.650 ac 69.70% Imperv. 8.63 cfs8.63 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 169HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=4.84"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=2.04 cfs 0.156 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=4.84"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=4.95"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=2.36 cfs 0.183 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=4.73"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=2.05 cfs 0.155 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=4.84"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=4.84"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=4.95"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.90 cfs 0.147 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=4.73"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=1.11 cfs 0.084 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.41 cfs 0.033 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.74 cfs 0.060 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=3.57"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.83 cfs 0.059 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.34 cfs 0.027 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=4.29"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.49 cfs 0.036 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=3.47"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.96 cfs 0.069 af Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=2.04 cfs 0.191 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 170HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=1.63 cfs 0.132 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.64 cfs 0.052 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=2.80"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=1.75 cfs 0.137 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=2.36"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.73 cfs 0.054 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=2.34 cfs 0.195 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=4.84"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.33 cfs 0.102 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=4.84"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.87 cfs 0.066 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=4.73"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.85 cfs 0.065 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=4.62"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.36 cfs 0.102 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=4.29"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.45 cfs 0.033 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=4.73"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.33 cfs 0.025 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=4.62"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.34 cfs 0.026 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=3.87"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.51 cfs 0.037 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 71S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=2.92 cfs 0.236 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.45 cfs 0.037 af Runoff Area=600 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.08 cfs 0.006 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.63 cfs 0.051 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 171HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=10.13 cfs 0.916 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=10.13 cfs 0.916 af Inflow=23.96 cfs 2.082 afReach 72R: Design Point 1 - Western Wetland Area Outflow=23.96 cfs 2.082 af Peak Elev=118.33' Storage=9,608 cf Inflow=11.47 cfs 0.899 afPond BIO1: BioRetention Basin 1 Discarded=0.16 cfs 0.238 af Primary=6.90 cfs 0.616 af Secondary=0.00 cfs 0.000 af Outflow=7.06 cfs 0.854 af Peak Elev=118.34' Inflow=1.33 cfs 0.102 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.33 cfs 0.102 af Peak Elev=117.65' Inflow=0.33 cfs 0.025 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.33 cfs 0.025 af Peak Elev=119.14' Inflow=0.51 cfs 0.037 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.51 cfs 0.037 af Peak Elev=120.88' Inflow=2.04 cfs 0.156 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.04 cfs 0.156 af Peak Elev=120.23' Inflow=2.36 cfs 0.183 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=2.36 cfs 0.183 af Peak Elev=118.61' Inflow=0.45 cfs 0.037 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.45 cfs 0.037 af Peak Elev=117.86' Inflow=0.08 cfs 0.006 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.08 cfs 0.006 af Peak Elev=117.52' Inflow=0.34 cfs 0.027 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.34 cfs 0.027 af Peak Elev=118.08' Inflow=2.05 cfs 0.155 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.05 cfs 0.155 af Peak Elev=117.97' Inflow=1.46 cfs 0.105 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=1.46 cfs 0.105 af Peak Elev=118.61' Inflow=0.34 cfs 0.026 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.34 cfs 0.026 af Peak Elev=118.23' Inflow=0.83 cfs 0.059 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.83 cfs 0.059 af Peak Elev=117.67' Inflow=0.87 cfs 0.066 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.87 cfs 0.066 af Peak Elev=117.80' Inflow=1.22 cfs 0.094 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 172HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.67' Inflow=0.85 cfs 0.065 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.85 cfs 0.065 af Peak Elev=117.80' Inflow=1.22 cfs 0.094 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Peak Elev=118.65' Inflow=1.36 cfs 0.102 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.36 cfs 0.102 af Peak Elev=118.83' Inflow=1.90 cfs 0.147 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.90 cfs 0.147 af Peak Elev=117.68' Inflow=0.45 cfs 0.033 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.45 cfs 0.033 af Peak Elev=120.61' Inflow=1.22 cfs 0.094 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Peak Elev=115.06' Inflow=11.26 cfs 0.903 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=11.26 cfs 0.903 af Peak Elev=119.80' Inflow=5.63 cfs 0.432 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' Outflow=5.63 cfs 0.432 af Peak Elev=117.56' Inflow=3.06 cfs 0.231 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=3.06 cfs 0.231 af Peak Elev=113.11' Inflow=14.06 cfs 1.303 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=14.06 cfs 1.303 af Peak Elev=117.33' Inflow=0.53 cfs 0.043 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.53 cfs 0.043 af Peak Elev=117.42' Inflow=3.27 cfs 0.249 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=3.27 cfs 0.249 af Peak Elev=117.09' Inflow=6.40 cfs 0.490 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=6.40 cfs 0.490 af Peak Elev=116.50' Inflow=7.52 cfs 0.560 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=7.52 cfs 0.560 af Peak Elev=117.45' Inflow=5.27 cfs 0.398 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=5.27 cfs 0.398 af Peak Elev=117.75' Inflow=1.85 cfs 0.139 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.85 cfs 0.139 af Peak Elev=113.97' Storage=5,301 cf Inflow=9.61 cfs 0.741 afPond IB1: Infiltration Basin 1 cfs 0.141 af Primary=0.00 cfs 0.000 af Secondary=8.08 cfs 0.567 af Tertiary=0.00 cfs 0.000 af Outflow=8.19 cfs 0.707 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 173HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=113.69' Storage=10,420 cf Inflow=9.60 cfs 0.779 afPond IB2: Infiltration Basin 2 cfs 0.249 af Primary=3.26 cfs 0.400 af Secondary=2.41 cfs 0.076 af Tertiary=0.00 cfs 0.000 af Outflow=5.87 cfs 0.724 af Peak Elev=117.01' Inflow=6.06 cfs 0.456 afPond SMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=6.06 cfs 0.456 af Peak Elev=116.35' Inflow=7.23 cfs 0.549 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=7.23 cfs 0.549 af Peak Elev=115.62' Inflow=7.85 cfs 0.588 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=7.85 cfs 0.588 af Peak Elev=115.00' Inflow=0.74 cfs 0.060 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.74 cfs 0.060 af 25-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=11.26 cfs 0.903 afLink Area= 2.650 ac 69.70% Imperv. Primary=11.26 cfs 0.903 af Total Runoff Area = 7.422 ac Runoff Volume = 2.856 af Average Runoff Depth = 4.62" 20.27% Pervious = 1.505 ac 79.73% Impervious = 5.917 ac Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 174HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=16,858 sf Runoff Volume=0.156 af Runoff Depth=4.84" Tc=5.0 min CN=94 2.04 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 175HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,100 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 176HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=19,286 sf Runoff Volume=0.183 af Runoff Depth=4.95" Tc=5.0 min CN=95 2.36 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 177HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=1,823 sf Runoff Volume=0.018 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.23 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 178HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=17,149 sf Runoff Volume=0.155 af Runoff Depth=4.73" Tc=5.0 min CN=93 2.05 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 179HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,107 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 180HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,111 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 181HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=15,536 sf Runoff Volume=0.147 af Runoff Depth=4.95" Tc=5.0 min CN=95 1.90 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 182HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=9,320 sf Runoff Volume=0.084 af Runoff Depth=4.73" Tc=5.0 min CN=93 1.11 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 183HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=3,273 sf Runoff Volume=0.033 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.41 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 184HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,907 sf Runoff Volume=0.060 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.74 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 185HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=8,674 sf Runoff Volume=0.059 af Runoff Depth=3.57" Tc=5.0 min CN=82 0.83 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 186HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,678 sf Runoff Volume=0.027 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.34 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 187HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 4.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,367 sf Runoff Volume=0.036 af Runoff Depth=4.29" Tc=5.0 min CN=89 0.49 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 188HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.96 cfs @ 12.08 hrs, Volume= 0.069 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,357 sf Runoff Volume=0.069 af Runoff Depth=3.47" Tc=5.0 min CN=81 0.96 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 189HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 2.04 cfs @ 12.13 hrs, Volume= 0.191 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=18,868 sf Runoff Volume=0.191 af Runoff Depth=5.30" Flow Length=145' Tc=9.8 min CN=98 2.04 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 190HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.63 cfs @ 12.07 hrs, Volume= 0.132 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=13,040 sf Runoff Volume=0.132 af Runoff Depth=5.30" Tc=5.0 min CN=98 1.63 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 191HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,111 sf Runoff Volume=0.052 af Runoff Depth=5.30" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.64 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 192HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 1.75 cfs @ 12.12 hrs, Volume= 0.137 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 193HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=25,464 sf Runoff Volume=0.137 af Runoff Depth=2.80" Flow Length=97' Tc=8.3 min CN=74 1.75 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 194HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.09 hrs, Volume= 0.054 af, Depth= 2.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,859 sf Runoff Volume=0.054 af Runoff Depth=2.36" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.73 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 195HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 2.34 cfs @ 12.09 hrs, Volume= 0.195 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=19,260 sf Runoff Volume=0.195 af Runoff Depth=5.30" Tc=6.0 min CN=98 2.34 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 196HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,011 sf Runoff Volume=0.102 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.33 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 197HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=7,156 sf Runoff Volume=0.066 af Runoff Depth=4.84" Tc=5.0 min CN=94 0.87 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 198HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=7,148 sf Runoff Volume=0.065 af Runoff Depth=4.73" Tc=5.0 min CN=93 0.85 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 199HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af, Depth= 4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,566 sf Runoff Volume=0.102 af Runoff Depth=4.62" Tc=5.0 min CN=92 1.36 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 200HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 4.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,037 sf Runoff Volume=0.033 af Runoff Depth=4.29" Tc=5.0 min CN=89 0.45 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 201HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,778 sf Runoff Volume=0.025 af Runoff Depth=4.73" Tc=5.0 min CN=93 0.33 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 202HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,907 sf Runoff Volume=0.026 af Runoff Depth=4.62" Tc=5.0 min CN=92 0.34 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 203HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 3.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,982 sf Runoff Volume=0.037 af Runoff Depth=3.87" Tc=5.0 min CN=85 0.51 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 204HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 71S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 2.92 cfs @ 12.07 hrs, Volume= 0.236 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 71S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=23,295 sf Runoff Volume=0.236 af Runoff Depth=5.30" Tc=5.0 min CN=98 2.92 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 205HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=3,619 sf Runoff Volume=0.037 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.45 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 206HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=600 sf Runoff Volume=0.006 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.08 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 207HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,047 sf Runoff Volume=0.051 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.63 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 208HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.972 ac, 85.53% Impervious, Inflow Depth = 3.70" for 25-Year event Inflow = 10.13 cfs @ 12.11 hrs, Volume= 0.916 af Outflow = 10.13 cfs @ 12.11 hrs, Volume= 0.916 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.972 ac 10.13 cfs10.13 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 209HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.101 ac, 73.56% Impervious, Inflow Depth = 3.52" for 25-Year event Inflow = 23.96 cfs @ 12.10 hrs, Volume= 2.082 af Outflow = 23.96 cfs @ 12.10 hrs, Volume= 2.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.101 ac 23.96 cfs23.96 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 210HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 OUTLET by 0.82' [81] Warning: Exceeded Pond DMH-P2 by 1.08' @ 12.20 hrs Inflow Area = 2.142 ac, 92.63% Impervious, Inflow Depth = 5.04" for 25-Year event Inflow = 11.47 cfs @ 12.07 hrs, Volume= 0.899 af Outflow = 7.06 cfs @ 12.17 hrs, Volume= 0.854 af, Atten= 38%, Lag= 6.1 min Discarded = 0.16 cfs @ 12.17 hrs, Volume= 0.238 af Primary = 6.90 cfs @ 12.17 hrs, Volume= 0.616 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.33' @ 12.17 hrs Surf.Area= 4,799 sf Storage= 9,608 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 120.3 min calculated for 0.854 af (95% of inflow) Center-of-Mass det. time= 91.2 min ( 850.0 - 758.8 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 119.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 211HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.16 cfs @ 12.17 hrs HW=118.32' (Free Discharge) 4=Exfiltration ( Controls 0.16 cfs) Primary OutFlow Max=6.85 cfs @ 12.17 hrs HW=118.32' (Free Discharge) 1=Culvert (Passes 6.85 cfs of 6.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 6.85 cfs @ 4.36 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond BIO1: BioRetention Basin 1 Inflow Outflow Discarded PrimarySecondary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.142 ac Peak Elev=118.33' Storage=9,608 cf 11.47 cfs 7.06 cfs 0.16 cfs 6.90 cfs 0.00 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 212HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.34' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.28 cfs @ 12.07 hrs HW=118.33' (Free Discharge) 1=Culvert (Barrel Controls 1.28 cfs @ 2.94 fps) Pond CB-P1: CB-P1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.253 ac Peak Elev=118.34' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.33 cfs1.33 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 213HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af Outflow = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.65' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.07 hrs HW=117.64' (Free Discharge) 1=Culvert (Barrel Controls 0.32 cfs @ 2.01 fps) Pond CB-P10: CB-P10 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.064 ac Peak Elev=117.65' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.33 cfs0.33 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 214HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 3.87" for 25-Year event Inflow = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.14' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.49 cfs @ 12.07 hrs HW=119.13' (Free Discharge) 1=Culvert (Barrel Controls 0.49 cfs @ 2.23 fps) Pond CB-P11: CB-P11 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac Peak Elev=119.14' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.51 cfs0.51 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 215HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af Outflow = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.88' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.97 cfs @ 12.07 hrs HW=120.86' (Free Discharge) 1=Culvert (Barrel Controls 1.97 cfs @ 3.26 fps) Pond CB-P13: CB-P13 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.387 ac Peak Elev=120.88' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.04 cfs2.04 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 216HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 4.95" for 25-Year event Inflow = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af Outflow = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af, Atten= 0%, Lag= 0.0 min Primary = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.23' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.28 cfs @ 12.07 hrs HW=120.19' (Free Discharge) 1=Culvert (Barrel Controls 2.28 cfs @ 3.30 fps) Pond CB-P15: CB-P15 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.443 ac Peak Elev=120.23' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 2.36 cfs2.36 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 217HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P17: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.61' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=118.60' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.21 fps) Pond CB-P17: CB-P17 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.40.38 0.36 0.34 0.32 0.3 0.28 0.26 0.240.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.083 ac Peak Elev=118.61' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.45 cfs0.45 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 218HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af Outflow = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.86' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.07 cfs @ 12.07 hrs HW=117.86' (Free Discharge) 1=Culvert (Barrel Controls 0.07 cfs @ 1.37 fps) Pond CB-P18: CB-P18 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac Peak Elev=117.86' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.08 cfs0.08 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 219HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.52' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.07 hrs HW=117.52' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.51 fps) Pond CB-P19: CB-P19 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.061 ac Peak Elev=117.52' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.34 cfs0.34 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 220HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af Outflow = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.08' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.97 cfs @ 12.07 hrs HW=118.05' (Free Discharge) 1=Culvert (Barrel Controls 1.97 cfs @ 3.28 fps) Pond CB-P2: CB-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.394 ac Peak Elev=118.08' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.05 cfs2.05 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 221HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 3.71" for 25-Year event Inflow = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af Outflow = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.40 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.40 cfs @ 3.08 fps) Pond CB-P20: CB-P20 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.338 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 1.46 cfs1.46 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 222HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af Outflow = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.61' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.33 cfs @ 12.07 hrs HW=118.60' (Free Discharge) 1=Culvert (Barrel Controls 0.33 cfs @ 2.02 fps) Pond CB-P21: CB-P21 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.067 ac Peak Elev=118.61' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.34 cfs0.34 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 223HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 3.57" for 25-Year event Inflow = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.23' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.80 cfs @ 12.07 hrs HW=118.22' (Free Discharge) 1=Culvert (Inlet Controls 0.80 cfs @ 1.94 fps) Pond CB-P22: CB-P22 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.199 ac Peak Elev=118.23' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.83 cfs0.83 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 224HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 0.83 cfs @ 2.66 fps) Pond CB-P3: CB-P3 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.67' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.87 cfs0.87 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 225HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.93 fps) Pond CB-P4: CB-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.22 cfs1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 226HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.82 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 0.82 cfs @ 2.66 fps) Pond CB-P5: CB-P5 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.67' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.85 cfs0.85 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 227HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.93 fps) Pond CB-P6: CB-P6 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.22 cfs1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 228HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.65' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.31 cfs @ 12.07 hrs HW=118.63' (Free Discharge) 1=Culvert (Barrel Controls 1.31 cfs @ 2.97 fps) Pond CB-P7: CB-P7 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.266 ac Peak Elev=118.65' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.36 cfs1.36 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 229HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 4.95" for 25-Year event Inflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af Outflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.83' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.83 cfs @ 12.07 hrs HW=118.80' (Free Discharge) 1=Culvert (Barrel Controls 1.83 cfs @ 3.23 fps) Pond CB-P8: CB-P8 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.357 ac Peak Elev=118.83' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.90 cfs1.90 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 230HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 4.29" for 25-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.68' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=117.67' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.43 fps) Pond CB-P9: CB-P9 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.320.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.093 ac Peak Elev=117.68' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.45 cfs0.45 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 231HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.61' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=120.59' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.85 fps) Pond CB-P`14: CB-P14 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=120.61' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 1.22 cfs1.22 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 232HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 4.09" for 25-Year event Inflow = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af Outflow = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af, Atten= 0%, Lag= 0.0 min Primary = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.06' @ 12.05 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=11.16 cfs @ 12.05 hrs HW=115.04' (Free Discharge) 1=Culvert (Inlet Controls 11.16 cfs @ 6.31 fps) Pond DMH-1: DMH-1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac Peak Elev=115.06' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 11.26 cfs11.26 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 233HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 [79] Warning: Submerged Pond CB-P13 Primary device # 1 OUTLET by 0.29' [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 0.67' [79] Warning: Submerged Pond CB-P`14 Primary device # 1 OUTLET by 0.16' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 4.89" for 25-Year event Inflow = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af Outflow = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af, Atten= 0%, Lag= 0.0 min Primary = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.80' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.32'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.32' / 117.50' S= 0.0041 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.42 cfs @ 12.07 hrs HW=119.76' (Free Discharge) 1=Culvert (Barrel Controls 5.42 cfs @ 3.98 fps) Pond DMH-P1: DMH-P1 Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.80' 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' 5.63 cfs5.63 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 234HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.44' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.46' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 4.63" for 25-Year event Inflow = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af Outflow = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af, Atten= 0%, Lag= 0.0 min Primary = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.56' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.94 cfs @ 12.07 hrs HW=117.54' (Free Discharge) 1=Culvert (Barrel Controls 2.94 cfs @ 3.32 fps) Pond DMH-P10: DMH-P10 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.598 ac Peak Elev=117.56' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 3.06 cfs3.06 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 235HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [79] Warning: Submerged Pond DMH-1 Primary device # 1 OUTLET by 2.97' [79] Warning: Submerged Pond IB2 Primary device # 3 INLET by 1.10' Inflow Area = 6.516 ac, 76.90% Impervious, Inflow Depth = 2.40" for 25-Year event Inflow = 14.06 cfs @ 12.06 hrs, Volume= 1.303 af Outflow = 14.06 cfs @ 12.06 hrs, Volume= 1.303 af, Atten= 0%, Lag= 0.0 min Primary = 14.06 cfs @ 12.06 hrs, Volume= 1.303 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.11' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=13.85 cfs @ 12.06 hrs HW=113.02' (Free Discharge) 1=Culvert (Barrel Controls 13.85 cfs @ 7.84 fps) Pond DMH-P11: DMH-P11 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.516 ac Peak Elev=113.11' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 14.06 cfs14.06 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 236HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af Outflow = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.33' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.51 cfs @ 12.07 hrs HW=117.32' (Free Discharge) 1=Culvert (Inlet Controls 0.51 cfs @ 1.53 fps) Pond DMH-P2: DMH-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=117.33' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.53 cfs0.53 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 237HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.30' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.30' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 4.77" for 25-Year event Inflow = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af Outflow = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min Primary = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.42' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.15 cfs @ 12.07 hrs HW=117.40' (Free Discharge) 1=Culvert (Barrel Controls 3.15 cfs @ 3.56 fps) Pond DMH-P3: DMH-P3 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.626 ac Peak Elev=117.42' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 3.27 cfs3.27 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 238HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 OUTLET by 0.44' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.54' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af Outflow = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af, Atten= 0%, Lag= 0.0 min Primary = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.09' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.16 cfs @ 12.07 hrs HW=117.06' (Free Discharge) 1=Culvert (Barrel Controls 6.16 cfs @ 4.16 fps) Pond DMH-P5: DMH-P5 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=117.09' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 6.40 cfs6.40 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 239HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond SMH-P7 Primary device # 1 INLET by 0.74' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 4.42" for 25-Year event Inflow = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af Outflow = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af, Atten= 0%, Lag= 0.0 min Primary = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.50' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.24 cfs @ 12.07 hrs HW=116.47' (Free Discharge) 1=Culvert (Barrel Controls 7.24 cfs @ 4.38 fps) Pond DMH-P6: DMH-P6 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.50' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 7.52 cfs7.52 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 240HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 INLET by 0.33' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 0.76' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 4.64" for 25-Year event Inflow = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af Outflow = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af, Atten= 0%, Lag= 0.0 min Primary = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.45' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.08 cfs @ 12.07 hrs HW=117.42' (Free Discharge) 1=Culvert (Barrel Controls 5.08 cfs @ 3.85 fps) Pond DMH-P8: DMH-P8 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.45' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 5.27 cfs5.27 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 241HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 INLET by 0.14' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 4.54" for 25-Year event Inflow = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af Outflow = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af, Atten= 0%, Lag= 0.0 min Primary = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.75' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.78 cfs @ 12.07 hrs HW=117.74' (Free Discharge) 1=Culvert (Barrel Controls 1.78 cfs @ 2.95 fps) Pond DMH-P9: DMH-P9 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.367 ac Peak Elev=117.75' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.85 cfs1.85 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 242HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.45' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 4.81" for 25-Year event Inflow = 9.61 cfs @ 12.07 hrs, Volume= 0.741 af Outflow = 8.19 cfs @ 12.12 hrs, Volume= 0.707 af, Atten= 15%, Lag= 3.1 min Discarded = 0.11 cfs @ 12.12 hrs, Volume= 0.141 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 8.08 cfs @ 12.12 hrs, Volume= 0.567 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.97' @ 12.12 hrs Surf.Area= 3,199 sf Storage= 5,301 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 95.9 min calculated for 0.706 af (95% of inflow) Center-of-Mass det. time= 70.2 min ( 836.9 - 766.7 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 243HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.11 cfs @ 12.12 hrs HW=113.95' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=7.88 cfs @ 12.12 hrs HW=113.95' (Free Discharge) 3=Culvert (Barrel Controls 3.94 cfs @ 3.92 fps) 4=Culvert (Barrel Controls 3.94 cfs @ 3.92 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB1: Infiltration Basin 1 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.97' Storage=5,301 cf 9.61 cfs 8.19 cfs 0.11 cfs0.00 cfs 8.08 cfs 0.00 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 244HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 2.42" for 25-Year event Inflow = 9.60 cfs @ 12.08 hrs, Volume= 0.779 af Outflow = 5.87 cfs @ 12.21 hrs, Volume= 0.724 af, Atten= 39%, Lag= 7.5 min Discarded = 0.20 cfs @ 12.21 hrs, Volume= 0.249 af Primary = 3.26 cfs @ 12.21 hrs, Volume= 0.400 af Secondary = 2.41 cfs @ 12.21 hrs, Volume= 0.076 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.69' @ 12.21 hrs Surf.Area= 5,239 sf Storage= 10,420 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 148.4 min calculated for 0.724 af (93% of inflow) Center-of-Mass det. time= 110.6 min ( 883.8 - 773.2 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 245HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.20 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 1=Exfiltration ( Controls 0.20 cfs) Primary OutFlow Max=3.26 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 3=Culvert (Inlet Controls 3.26 cfs @ 4.15 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 3.26 cfs of 5.85 cfs potential flow) Secondary OutFlow Max=2.39 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 2=Culvert (Inlet Controls 2.39 cfs @ 2.49 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB2: Infiltration Basin 2 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=113.69' Storage=10,420 cf 9.60 cfs 5.87 cfs 0.20 cfs 3.26 cfs 2.41 cfs 0.00 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 246HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond SMH-P7: DMH-P7 [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 0.73' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af Outflow = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af, Atten= 0%, Lag= 0.0 min Primary = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.01' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.83 cfs @ 12.07 hrs HW=116.98' (Free Discharge) 1=Culvert (Barrel Controls 5.83 cfs @ 4.08 fps) Pond SMH-P7: DMH-P7 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=117.01' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 6.06 cfs6.06 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 247HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 1.12' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.53' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 4.66" for 25-Year event Inflow = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af Outflow = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af, Atten= 0%, Lag= 0.0 min Primary = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.35' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.96 cfs @ 12.07 hrs HW=116.31' (Free Discharge) 1=Culvert (Barrel Controls 6.96 cfs @ 4.16 fps) Pond WQU-P1: WQU-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.35' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 7.23 cfs7.23 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 248HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond DMH-P6 Primary device # 1 INLET by 0.51' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 4.45" for 25-Year event Inflow = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af Outflow = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af, Atten= 0%, Lag= 0.0 min Primary = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.62' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.56 cfs @ 12.07 hrs HW=115.58' (Free Discharge) 1=Culvert (Barrel Controls 7.56 cfs @ 4.08 fps) Pond WQU-P2: WQU-P2 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.62' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 7.85 cfs7.85 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 249HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af Outflow = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.00' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 12.07 hrs HW=114.99' (Free Discharge) 1=Culvert (Inlet Controls 0.71 cfs @ 1.88 fps) Pond WQU-P4: WQU-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.136 ac Peak Elev=115.00' 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.74 cfs0.74 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 250HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Proposed Atwood Rd. Drainage Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 4.09" for 25-Year event Inflow = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af Primary = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 25-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Link 70L: Proposed Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 25-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.650 ac 69.70% Imperv. 11.26 cfs11.26 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 251HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=6.96"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=2.88 cfs 0.225 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=6.96"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=1.72 cfs 0.135 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=7.08"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=3.32 cfs 0.261 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.32 cfs 0.026 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=6.85"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=2.91 cfs 0.225 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=6.96"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=6.96"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=7.08"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=2.67 cfs 0.211 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=6.85"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=1.58 cfs 0.122 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.57 cfs 0.047 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=1.03 cfs 0.084 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=5.56"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=1.28 cfs 0.092 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.47 cfs 0.038 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=6.37"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.71 cfs 0.053 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=5.44"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=1.50 cfs 0.108 af Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=2.84 cfs 0.269 af Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 252HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=2.27 cfs 0.186 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.89 cfs 0.073 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=4.64"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=2.89 cfs 0.226 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=4.08"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=1.28 cfs 0.093 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=3.25 cfs 0.274 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=6.96"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.88 cfs 0.147 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=6.96"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.095 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=6.85"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=1.21 cfs 0.094 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=6.73"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.94 cfs 0.149 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=6.37"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.66 cfs 0.049 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=6.85"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.47 cfs 0.036 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=6.73"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.49 cfs 0.037 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=5.90"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.77 cfs 0.056 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 71S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=4.06 cfs 0.332 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.63 cfs 0.052 af Runoff Area=600 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.10 cfs 0.009 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.88 cfs 0.072 af Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 253HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=13.27 cfs 1.416 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=13.27 cfs 1.416 af Inflow=36.14 cfs 3.252 afReach 72R: Design Point 1 - Western Wetland Area Outflow=36.14 cfs 3.252 af Peak Elev=118.84' Storage=12,195 cf Inflow=16.07 cfs 1.279 afPond BIO1: BioRetention Basin 1 Discarded=0.19 cfs 0.254 af Primary=8.46 cfs 0.978 af Secondary=0.00 cfs 0.000 af Outflow=8.65 cfs 1.231 af Peak Elev=118.53' Inflow=1.88 cfs 0.147 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.88 cfs 0.147 af Peak Elev=117.72' Inflow=0.47 cfs 0.036 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.47 cfs 0.036 af Peak Elev=119.26' Inflow=0.77 cfs 0.056 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.77 cfs 0.056 af Peak Elev=121.43' Inflow=2.88 cfs 0.225 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.88 cfs 0.225 af Peak Elev=120.84' Inflow=3.32 cfs 0.261 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=3.32 cfs 0.261 af Peak Elev=118.69' Inflow=0.63 cfs 0.052 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.63 cfs 0.052 af Peak Elev=117.89' Inflow=0.10 cfs 0.009 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.10 cfs 0.009 af Peak Elev=117.59' Inflow=0.47 cfs 0.038 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.47 cfs 0.038 af Peak Elev=118.66' Inflow=2.91 cfs 0.225 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.91 cfs 0.225 af Peak Elev=118.24' Inflow=2.21 cfs 0.161 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=2.21 cfs 0.161 af Peak Elev=118.68' Inflow=0.49 cfs 0.037 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.49 cfs 0.037 af Peak Elev=118.39' Inflow=1.28 cfs 0.092 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=1.28 cfs 0.092 af Peak Elev=117.80' Inflow=1.22 cfs 0.095 afPond CB-P3: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.22 cfs 0.095 af Peak Elev=117.97' Inflow=1.73 cfs 0.135 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.73 cfs 0.135 af Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 254HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.80' Inflow=1.21 cfs 0.094 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.21 cfs 0.094 af Peak Elev=117.97' Inflow=1.73 cfs 0.135 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.73 cfs 0.135 af Peak Elev=118.85' Inflow=1.94 cfs 0.149 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.94 cfs 0.149 af Peak Elev=119.19' Inflow=2.67 cfs 0.211 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.67 cfs 0.211 af Peak Elev=117.77' Inflow=0.66 cfs 0.049 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.66 cfs 0.049 af Peak Elev=120.79' Inflow=1.72 cfs 0.135 afPond CB-P`14: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=1.72 cfs 0.135 af Peak Elev=118.26' Inflow=16.52 cfs 1.341 afPond DMH-1: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=16.52 cfs 1.341 af Peak Elev=120.73' Inflow=7.92 cfs 0.620 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' Outflow=7.92 cfs 0.620 af Peak Elev=117.76' Inflow=4.36 cfs 0.336 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=4.36 cfs 0.336 af Peak Elev=116.11' Inflow=19.85 cfs 1.958 afPond DMH-P11: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=19.85 cfs 1.958 af Peak Elev=117.39' Inflow=0.73 cfs 0.060 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.73 cfs 0.060 af Peak Elev=117.61' Inflow=4.63 cfs 0.359 afPond DMH-P3: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=4.63 cfs 0.359 af Peak Elev=117.41' Inflow=9.03 cfs 0.704 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=9.03 cfs 0.704 af Peak Elev=116.89' Inflow=10.86 cfs 0.825 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=10.86 cfs 0.825 af Peak Elev=117.74' Inflow=7.52 cfs 0.578 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=7.52 cfs 0.578 af Peak Elev=117.90' Inflow=2.65 cfs 0.203 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.65 cfs 0.203 af Peak Elev=114.20' Storage=6,075 cf Inflow=13.61 cfs 1.066 afPond IB1: Infiltration Basin 1 0.151 af Primary=0.08 cfs 0.001 af Secondary=11.58 cfs 0.881 af Tertiary=0.00 cfs 0.000 af Outflow=11.78 cfs 1.032 af Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 255HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.06' Storage=12,435 cf Inflow=13.79 cfs 1.132 afPond IB2: Infiltration Basin 2 cfs 0.268 af Primary=3.73 cfs 0.618 af Secondary=5.24 cfs 0.187 af Tertiary=0.00 cfs 0.000 af Outflow=9.20 cfs 1.073 af Peak Elev=117.32' Inflow=8.65 cfs 0.664 afPond SMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=8.65 cfs 0.664 af Peak Elev=116.72' Inflow=10.31 cfs 0.797 afPond WQU-P1: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=10.31 cfs 0.797 af Peak Elev=116.05' Inflow=11.32 cfs 0.863 afPond WQU-P2: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=11.32 cfs 0.863 af Peak Elev=115.10' Inflow=1.03 cfs 0.084 afPond WQU-P4: WQU-P4 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=1.03 cfs 0.084 af 100-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=16.52 cfs 1.341 afLink Area= 2.650 ac 69.70% Imperv. Primary=16.52 cfs 1.341 af Total Runoff Area = 7.422 ac Runoff Volume = 4.142 af Average Runoff Depth = 6.70" 20.27% Pervious = 1.505 ac 79.73% Impervious = 5.917 ac Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 256HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=16,858 sf Runoff Volume=0.225 af Runoff Depth=6.96" Tc=5.0 min CN=94 2.88 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 257HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,100 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.72 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 258HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=19,286 sf Runoff Volume=0.261 af Runoff Depth=7.08" Tc=5.0 min CN=95 3.32 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 259HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=1,823 sf Runoff Volume=0.026 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.32 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 260HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=17,149 sf Runoff Volume=0.225 af Runoff Depth=6.85" Tc=5.0 min CN=93 2.91 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 261HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,107 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.73 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 262HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,111 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.73 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 263HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=15,536 sf Runoff Volume=0.211 af Runoff Depth=7.08" Tc=5.0 min CN=95 2.67 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 264HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=9,320 sf Runoff Volume=0.122 af Runoff Depth=6.85" Tc=5.0 min CN=93 1.58 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 265HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=3,273 sf Runoff Volume=0.047 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.57 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 266HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,907 sf Runoff Volume=0.084 af Runoff Depth=7.44" Tc=5.0 min CN=98 1.03 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 267HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=8,674 sf Runoff Volume=0.092 af Runoff Depth=5.56" Tc=5.0 min CN=82 1.28 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 268HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.380.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,678 sf Runoff Volume=0.038 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.47 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 269HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.053 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,367 sf Runoff Volume=0.053 af Runoff Depth=6.37" Tc=5.0 min CN=89 0.71 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 270HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.50 cfs @ 12.07 hrs, Volume= 0.108 af, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,357 sf Runoff Volume=0.108 af Runoff Depth=5.44" Tc=5.0 min CN=81 1.50 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 271HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 2.84 cfs @ 12.13 hrs, Volume= 0.269 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=18,868 sf Runoff Volume=0.269 af Runoff Depth=7.44" Flow Length=145' Tc=9.8 min CN=98 2.84 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 272HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 2.27 cfs @ 12.07 hrs, Volume= 0.186 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=13,040 sf Runoff Volume=0.186 af Runoff Depth=7.44" Tc=5.0 min CN=98 2.27 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 273HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.89 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,111 sf Runoff Volume=0.073 af Runoff Depth=7.44" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.89 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 274HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 2.89 cfs @ 12.12 hrs, Volume= 0.226 af, Depth= 4.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 275HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=25,464 sf Runoff Volume=0.226 af Runoff Depth=4.64" Flow Length=97' Tc=8.3 min CN=74 2.89 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 276HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.09 hrs, Volume= 0.093 af, Depth= 4.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,859 sf Runoff Volume=0.093 af Runoff Depth=4.08" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 1.28 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 277HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 3.25 cfs @ 12.09 hrs, Volume= 0.274 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=19,260 sf Runoff Volume=0.274 af Runoff Depth=7.44" Tc=6.0 min CN=98 3.25 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 278HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,011 sf Runoff Volume=0.147 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.88 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 279HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=7,156 sf Runoff Volume=0.095 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.22 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 280HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=7,148 sf Runoff Volume=0.094 af Runoff Depth=6.85" Tc=5.0 min CN=93 1.21 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 281HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,566 sf Runoff Volume=0.149 af Runoff Depth=6.73" Tc=5.0 min CN=92 1.94 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 282HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,037 sf Runoff Volume=0.049 af Runoff Depth=6.37" Tc=5.0 min CN=89 0.66 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 283HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,778 sf Runoff Volume=0.036 af Runoff Depth=6.85" Tc=5.0 min CN=93 0.47 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 284HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Flo w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,907 sf Runoff Volume=0.037 af Runoff Depth=6.73" Tc=5.0 min CN=92 0.49 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 285HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,982 sf Runoff Volume=0.056 af Runoff Depth=5.90" Tc=5.0 min CN=85 0.77 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 286HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 71S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 4.06 cfs @ 12.07 hrs, Volume= 0.332 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 71S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=23,295 sf Runoff Volume=0.332 af Runoff Depth=7.44" Tc=5.0 min CN=98 4.06 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 287HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=3,619 sf Runoff Volume=0.052 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.63 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 288HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=600 sf Runoff Volume=0.009 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.10 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 289HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,047 sf Runoff Volume=0.072 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.88 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 290HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.972 ac, 85.53% Impervious, Inflow Depth = 5.72" for 100-Year event Inflow = 13.27 cfs @ 12.11 hrs, Volume= 1.416 af Outflow = 13.27 cfs @ 12.11 hrs, Volume= 1.416 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.972 ac 13.27 cfs13.27 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 291HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.101 ac, 73.56% Impervious, Inflow Depth = 5.50" for 100-Year event Inflow = 36.14 cfs @ 12.09 hrs, Volume= 3.252 af Outflow = 36.14 cfs @ 12.09 hrs, Volume= 3.252 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.101 ac 36.14 cfs36.14 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 292HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO1: BioRetention Basin 1 [79] Warning: Submerged Pond DMH-P1 Primary device # 1 INLET by 0.52' [81] Warning: Exceeded Pond DMH-P2 by 1.56' @ 12.20 hrs Inflow Area = 2.142 ac, 92.63% Impervious, Inflow Depth = 7.17" for 100-Year event Inflow = 16.07 cfs @ 12.07 hrs, Volume= 1.279 af Outflow = 8.65 cfs @ 12.20 hrs, Volume= 1.231 af, Atten= 46%, Lag= 7.7 min Discarded = 0.19 cfs @ 12.20 hrs, Volume= 0.254 af Primary = 8.46 cfs @ 12.20 hrs, Volume= 0.978 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.84' @ 12.20 hrs Surf.Area= 5,442 sf Storage= 12,195 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 95.9 min calculated for 1.229 af (96% of inflow) Center-of-Mass det. time= 73.9 min ( 826.2 - 752.2 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'12.0" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 119.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #5 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 293HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.19 cfs @ 12.20 hrs HW=118.84' (Free Discharge) 4=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=8.46 cfs @ 12.20 hrs HW=118.84' (Free Discharge) 1=Culvert (Inlet Controls 8.46 cfs @ 4.79 fps) 2=Orifice/Grate (Passes 8.46 cfs of 8.74 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond BIO1: BioRetention Basin 1 Inflow Outflow Discarded PrimarySecondary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.142 ac Peak Elev=118.84' Storage=12,195 cf 16.07 cfs 8.65 cfs 0.19 cfs 8.46 cfs 0.00 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 294HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P1: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.53' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=118.51' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.18 fps) Pond CB-P1: CB-P1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.253 ac Peak Elev=118.53' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.88 cfs1.88 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 295HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P10: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af Outflow = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.72' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.71' (Free Discharge) 1=Culvert (Barrel Controls 0.45 cfs @ 2.19 fps) Pond CB-P10: CB-P10 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.064 ac Peak Elev=117.72' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.47 cfs0.47 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 296HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P11: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 5.90" for 100-Year event Inflow = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af Outflow = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.26' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.74 cfs @ 12.07 hrs HW=119.24' (Free Discharge) 1=Culvert (Barrel Controls 0.74 cfs @ 2.46 fps) Pond CB-P11: CB-P11 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac Peak Elev=119.26' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.77 cfs0.77 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 297HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P13: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af Outflow = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.0 min Primary = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.43' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.77 cfs @ 12.07 hrs HW=121.36' (Free Discharge) 1=Culvert (Barrel Controls 2.77 cfs @ 3.53 fps) Pond CB-P13: CB-P13 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.387 ac Peak Elev=121.43' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.88 cfs2.88 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 298HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P15: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 7.08" for 100-Year event Inflow = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af Outflow = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Primary = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.84' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.19 cfs @ 12.07 hrs HW=120.77' (Free Discharge) 1=Culvert (Barrel Controls 3.19 cfs @ 4.07 fps) Pond CB-P15: CB-P15 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.443 ac Peak Elev=120.84' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 3.32 cfs3.32 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 299HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P17: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.69' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=118.68' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.40 fps) Pond CB-P17: CB-P17 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.083 ac Peak Elev=118.69' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.63 cfs0.63 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 300HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P18: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af Outflow = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.89' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.10 cfs @ 12.07 hrs HW=117.89' (Free Discharge) 1=Culvert (Barrel Controls 0.10 cfs @ 1.50 fps) Pond CB-P18: CB-P18 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac Peak Elev=117.89' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.10 cfs0.10 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 301HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.59' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.58' (Free Discharge) 1=Culvert (Inlet Controls 0.45 cfs @ 1.65 fps) Pond CB-P19: CB-P19 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.061 ac Peak Elev=117.59' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.47 cfs0.47 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 302HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P2: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af Outflow = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.0 min Primary = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.66' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=118.59' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 3.57 fps) Pond CB-P2: CB-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.394 ac Peak Elev=118.66' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.91 cfs2.91 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 303HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P20: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 5.72" for 100-Year event Inflow = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af Outflow = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.24' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.13 cfs @ 12.07 hrs HW=118.21' (Free Discharge) 1=Culvert (Inlet Controls 2.13 cfs @ 2.71 fps) Pond CB-P20: CB-P20 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.338 ac Peak Elev=118.24' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 2.21 cfs2.21 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 304HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P21: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.68' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.47 cfs @ 12.07 hrs HW=118.67' (Free Discharge) 1=Culvert (Barrel Controls 0.47 cfs @ 2.21 fps) Pond CB-P21: CB-P21 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.067 ac Peak Elev=118.68' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.49 cfs0.49 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 305HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P22: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 5.56" for 100-Year event Inflow = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af Outflow = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.39' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.23 cfs @ 12.07 hrs HW=118.37' (Free Discharge) 1=Culvert (Inlet Controls 1.23 cfs @ 2.20 fps) Pond CB-P22: CB-P22 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.199 ac Peak Elev=118.39' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 1.28 cfs1.28 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 306HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P3: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.79' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.88 fps) Pond CB-P3: CB-P3 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.164 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.22 cfs1.22 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 307HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.17 fps) Pond CB-P4: CB-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.73 cfs1.73 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 308HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P5: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.17 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.17 cfs @ 2.89 fps) Pond CB-P5: CB-P5 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.164 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.21 cfs1.21 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 309HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P6: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.17 fps) Pond CB-P6: CB-P6 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.73 cfs1.73 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 310HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P7: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af Outflow = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.85' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.87 cfs @ 12.07 hrs HW=118.83' (Free Discharge) 1=Culvert (Barrel Controls 1.87 cfs @ 3.21 fps) Pond CB-P7: CB-P7 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.266 ac Peak Elev=118.85' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.94 cfs1.94 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 311HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P8: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 7.08" for 100-Year event Inflow = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af Outflow = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Primary = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.19' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.57 cfs @ 12.07 hrs HW=119.14' (Free Discharge) 1=Culvert (Inlet Controls 2.57 cfs @ 3.28 fps) Pond CB-P8: CB-P8 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.357 ac Peak Elev=119.19' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.67 cfs2.67 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 312HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P9: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.77' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.63 cfs @ 12.07 hrs HW=117.76' (Free Discharge) 1=Culvert (Barrel Controls 0.63 cfs @ 2.63 fps) Pond CB-P9: CB-P9 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.093 ac Peak Elev=117.77' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.66 cfs0.66 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 313HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P`14: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.79' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=120.76' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.09 fps) Pond CB-P`14: CB-P14 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.232 ac Peak Elev=120.79' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 1.72 cfs1.72 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 314HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-1: DMH-1 Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 6.07" for 100-Year event Inflow = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af Outflow = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af, Atten= 0%, Lag= 0.0 min Primary = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.26' @ 12.06 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=16.21 cfs @ 12.06 hrs HW=118.02' (Free Discharge) 1=Culvert (Barrel Controls 16.21 cfs @ 9.17 fps) Pond DMH-1: DMH-1 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac Peak Elev=118.26' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 16.52 cfs16.52 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 315HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P1: DMH-P1 [79] Warning: Submerged Pond CB-P13 Primary device # 1 INLET by 0.75' [79] Warning: Submerged Pond CB-P15 Primary device # 1 INLET by 1.55' [79] Warning: Submerged Pond CB-P`14 Primary device # 1 INLET by 0.75' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 7.01" for 100-Year event Inflow = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af Outflow = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af, Atten= 0%, Lag= 0.0 min Primary = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.73' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.32'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.32' / 117.50' S= 0.0041 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.63 cfs @ 12.07 hrs HW=120.61' (Free Discharge) 1=Culvert (Barrel Controls 7.63 cfs @ 4.32 fps) Pond DMH-P1: DMH-P1 Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=120.73' 18.0" Round Culvert n=0.013 L=201.0' S=0.0041 '/' 7.92 cfs7.92 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 316HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 [79] Warning: Submerged Pond CB-P3 Primary device # 1 INLET by 0.64' [79] Warning: Submerged Pond DMH-P9 Primary device # 1 INLET by 0.66' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min Primary = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.76' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.20 cfs @ 12.07 hrs HW=117.73' (Free Discharge) 1=Culvert (Barrel Controls 4.20 cfs @ 3.60 fps) Pond DMH-P10: DMH-P10 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.598 ac Peak Elev=117.76' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 4.36 cfs4.36 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 317HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P11: DMH-P11 [58] Hint: Peaked 0.11' above defined flood level [79] Warning: Submerged Pond DMH-1 Primary device # 1 INLET by 2.88' [81] Warning: Exceeded Pond IB2 by 2.35' @ 12.05 hrs Inflow Area = 6.516 ac, 76.90% Impervious, Inflow Depth = 3.61" for 100-Year event Inflow = 19.85 cfs @ 12.06 hrs, Volume= 1.958 af Outflow = 19.85 cfs @ 12.06 hrs, Volume= 1.958 af, Atten= 0%, Lag= 0.0 min Primary = 19.85 cfs @ 12.06 hrs, Volume= 1.958 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.11' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=19.44 cfs @ 12.06 hrs HW=115.87' (Free Discharge) 1=Culvert (Barrel Controls 19.44 cfs @ 11.00 fps) Pond DMH-P11: DMH-P11 Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.516 ac Peak Elev=116.11' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 19.85 cfs19.85 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 318HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P2: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.39' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 12.07 hrs HW=117.39' (Free Discharge) 1=Culvert (Inlet Controls 0.71 cfs @ 1.67 fps) Pond DMH-P2: DMH-P2 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=117.39' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.73 cfs0.73 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 319HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P3: DMH-P3 [79] Warning: Submerged Pond CB-P2 Primary device # 1 INLET by 0.49' [79] Warning: Submerged Pond CB-P4 Primary device # 1 INLET by 0.49' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 6.89" for 100-Year event Inflow = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af Outflow = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af, Atten= 0%, Lag= 0.0 min Primary = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=117.58' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 3.86 fps) Pond DMH-P3: DMH-P3 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.626 ac Peak Elev=117.61' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 4.63 cfs4.63 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 320HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P5: DMH-P5 [79] Warning: Submerged Pond CB-P6 Primary device # 1 INLET by 0.28' [79] Warning: Submerged Pond DMH-P3 Primary device # 1 INLET by 0.85' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af Outflow = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af, Atten= 0%, Lag= 0.0 min Primary = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.41' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.70 cfs @ 12.07 hrs HW=117.37' (Free Discharge) 1=Culvert (Barrel Controls 8.70 cfs @ 4.49 fps) Pond DMH-P5: DMH-P5 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=117.41' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 9.03 cfs9.03 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 321HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P6: DMH-P6 [79] Warning: Submerged Pond SMH-P7 Primary device # 1 INLET by 1.12' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 6.50" for 100-Year event Inflow = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af Outflow = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af, Atten= 0%, Lag= 0.0 min Primary = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.89' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.46 cfs @ 12.07 hrs HW=116.84' (Free Discharge) 1=Culvert (Barrel Controls 10.46 cfs @ 4.74 fps) Pond DMH-P6: DMH-P6 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.89' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 10.86 cfs10.86 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 322HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P8: DMH-P8 [79] Warning: Submerged Pond CB-P5 Primary device # 1 INLET by 0.61' [79] Warning: Submerged Pond CB-P7 Primary device # 1 OUTLET by 0.16' [79] Warning: Submerged Pond DMH-P10 Primary device # 1 INLET by 1.04' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 6.75" for 100-Year event Inflow = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af Outflow = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af, Atten= 0%, Lag= 0.0 min Primary = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.74' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.24 cfs @ 12.07 hrs HW=117.70' (Free Discharge) 1=Culvert (Barrel Controls 7.24 cfs @ 4.18 fps) Pond DMH-P8: DMH-P8 Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.74' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 7.52 cfs7.52 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 323HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P9: DMH-P9 [79] Warning: Submerged Pond CB-P1 Primary device # 1 INLET by 0.29' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 6.63" for 100-Year event Inflow = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.90' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.55 cfs @ 12.07 hrs HW=117.88' (Free Discharge) 1=Culvert (Barrel Controls 2.55 cfs @ 3.21 fps) Pond DMH-P9: DMH-P9 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 2 1 0 Inflow Area=0.367 ac Peak Elev=117.90' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 2.65 cfs2.65 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 324HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB1: Infiltration Basin 1 [79] Warning: Submerged Pond WQU-P4 Primary device # 1 OUTLET by 0.69' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 6.92" for 100-Year event Inflow = 13.61 cfs @ 12.07 hrs, Volume= 1.066 af Outflow = 11.78 cfs @ 12.12 hrs, Volume= 1.032 af, Atten= 13%, Lag= 2.9 min Discarded = 0.12 cfs @ 12.12 hrs, Volume= 0.151 af Primary = 0.08 cfs @ 12.12 hrs, Volume= 0.001 af Secondary = 11.58 cfs @ 12.12 hrs, Volume= 0.881 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.20' @ 12.12 hrs Surf.Area= 3,458 sf Storage= 6,075 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 74.3 min calculated for 1.030 af (97% of inflow) Center-of-Mass det. time= 55.3 min ( 814.7 - 759.4 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 325HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.12 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 1=Exfiltration ( Controls 0.12 cfs) Primary OutFlow Max=0.06 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 2=Culvert (Barrel Controls 0.06 cfs @ 0.50 fps) Secondary OutFlow Max=11.30 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 3=Culvert (Barrel Controls 5.65 cfs @ 4.21 fps) 4=Culvert (Barrel Controls 5.65 cfs @ 4.21 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB1: Infiltration Basin 1 InflowOutflow Discarded Primary SecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=114.20' Storage=6,075 cf 13.61 cfs 11.78 cfs 0.12 cfs0.08 cfs 11.58 cfs 0.00 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 326HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond IB2: Infiltration Basin 2 [81] Warning: Exceeded Pond IB1 by 0.08' @ 12.25 hrs [79] Warning: Submerged Pond WQU-P2 Primary device # 1 OUTLET by 0.22' Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 3.51" for 100-Year event Inflow = 13.79 cfs @ 12.08 hrs, Volume= 1.132 af Outflow = 9.20 cfs @ 12.18 hrs, Volume= 1.073 af, Atten= 33%, Lag= 6.2 min Discarded = 0.22 cfs @ 12.18 hrs, Volume= 0.268 af Primary = 3.73 cfs @ 12.18 hrs, Volume= 0.618 af Secondary = 5.24 cfs @ 12.18 hrs, Volume= 0.187 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.06' @ 12.18 hrs Surf.Area= 5,672 sf Storage= 12,435 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 115.0 min calculated for 1.071 af (95% of inflow) Center-of-Mass det. time= 86.1 min ( 851.6 - 765.5 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 327HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.22 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 1=Exfiltration ( Controls 0.22 cfs) Primary OutFlow Max=3.72 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 3=Culvert (Inlet Controls 3.72 cfs @ 4.74 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 3.72 cfs of 7.35 cfs potential flow) Secondary OutFlow Max=5.19 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 2=Culvert (Inlet Controls 5.19 cfs @ 3.09 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond IB2: Infiltration Basin 2 Inflow Outflow DiscardedPrimarySecondaryTertiary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=114.06' Storage=12,435 cf 13.79 cfs 9.20 cfs 0.22 cfs 3.73 cfs5.24 cfs 0.00 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 328HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond SMH-P7: DMH-P7 [79] Warning: Submerged Pond CB-P10 Primary device # 1 OUTLET by 0.15' [79] Warning: Submerged Pond CB-P9 Primary device # 1 OUTLET by 0.16' [79] Warning: Submerged Pond DMH-P8 Primary device # 1 INLET by 1.04' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af Outflow = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min Primary = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.32' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.33 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Barrel Controls 8.33 cfs @ 4.41 fps) Pond SMH-P7: DMH-P7 Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=117.32' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 8.65 cfs8.65 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 329HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P1: WQU-P1 [79] Warning: Submerged Pond CB-P22 Primary device # 1 OUTLET by 1.49' [79] Warning: Submerged Pond DMH-P5 Primary device # 1 INLET by 0.90' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 6.76" for 100-Year event Inflow = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af Outflow = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af, Atten= 0%, Lag= 0.0 min Primary = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.72' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.93 cfs @ 12.07 hrs HW=116.67' (Free Discharge) 1=Culvert (Barrel Controls 9.93 cfs @ 4.51 fps) Pond WQU-P1: WQU-P1 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.72' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 10.31 cfs10.31 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 330HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P2: WQU-P2 [79] Warning: Submerged Pond CB-P19 Primary device # 1 OUTLET by 0.25' [79] Warning: Submerged Pond DMH-P6 Primary device # 1 INLET by 0.93' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 6.54" for 100-Year event Inflow = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af Outflow = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af, Atten= 0%, Lag= 0.0 min Primary = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.05' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.90 cfs @ 12.07 hrs HW=116.00' (Free Discharge) 1=Culvert (Barrel Controls 10.90 cfs @ 4.47 fps) Pond WQU-P2: WQU-P2 InflowPrimary Hydrograph Time (hours) 302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=116.05' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 11.32 cfs11.32 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 331HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond WQU-P4: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af Outflow = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.10' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.99 cfs @ 12.07 hrs HW=115.09' (Free Discharge) 1=Culvert (Inlet Controls 0.99 cfs @ 2.06 fps) Pond WQU-P4: WQU-P4 InflowPrimary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 1 0 Inflow Area=0.136 ac Peak Elev=115.10' 12.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 1.03 cfs1.03 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (7-5-17) Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 332HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Proposed Atwood Rd. Drainage Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth = 6.07" for 100-Year event Inflow = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af Primary = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 100-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Link 70L: Proposed Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours)302928272625242322212019181716151413121110987654321 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 100-Year Primary Outflow Imported from Proposed Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.650 ac 69.70% Imperv. 16.52 cfs16.52 cfs 2S Courthouse Drive & Entry 3S Bioretention Basin Area 15S Area 15 16S Area 16 17S Area 17 18S Area 18 19S Area 19 20S Area 20 21S Area 21 22S Area 22 23S Area 23 1P DMH1 BIO2 Bioretention Basin 2 CB-ACB CBA CB-BCB CBB CB1CB CB1 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB6CB CB6 CB7CB CB-7 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 STC-450iCB STC 450i Drainage Diagram for Proposed Drainage Atwood Rd DrainagePrepared by Tighe & Bond, Inc., Printed 7/10/2017 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed - Atwood Drive Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.803 69 50-75% Grass cover, Fair, HSG B (2S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 1.732 98 Paved parking, HSG B (2S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 0.116 98 Water Surface, HSG B (3S) 2.650 89 TOTAL AREA Proposed - Atwood Drive Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 2.650 HSG B 2S, 3S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S 0.000 HSG C 0.000 HSG D 0.000 Other 2.650 TOTAL AREA Proposed - Atwood Drive Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Fill (inches) 1 BIO2 116.66 115.67 175.0 0.0057 0.013 12.0 0.0 0.0 2 BIO2 116.76 116.66 25.0 0.0040 0.013 6.0 0.0 0.0 3 CB-A 121.04 120.94 86.0 0.0012 0.012 8.0 0.0 0.0 4 CB-B 120.94 120.40 75.0 0.0072 0.012 8.0 0.0 0.0 5 CB1 113.94 113.41 25.0 0.0212 0.012 10.0 0.0 0.0 6 CB2 114.29 113.34 75.0 0.0127 0.012 10.0 0.0 0.0 7 CB3 115.74 115.35 13.0 0.0300 0.012 10.0 0.0 0.0 8 CB4 116.90 115.18 22.0 0.0782 0.012 10.0 0.0 0.0 9 CB6 119.18 116.75 32.0 0.0759 0.012 10.0 0.0 0.0 10 CB7 119.18 116.77 40.0 0.0603 0.012 10.0 0.0 0.0 11 DMH2 115.10 113.35 259.0 0.0068 0.012 15.0 0.0 0.0 12 DMH3 116.28 115.20 187.0 0.0058 0.012 12.0 0.0 0.0 13 DMH4 116.70 116.38 106.0 0.0030 0.012 12.0 0.0 0.0 14 DMH5 119.37 116.78 212.0 0.0122 0.012 10.0 0.0 0.0 15 STC-450i 120.05 119.44 56.0 0.0109 0.012 10.0 0.0 0.0 Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=11,237 sf 89.54% Impervious Runoff Depth>2.39"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=0.73 cfs 0.051 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth>2.70"Subcatchment 3S: Bioretention Basin Area Tc=5.0 min CN=98 Runoff=0.35 cfs 0.026 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>1.84"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.46 cfs 0.028 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>2.19"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.57 cfs 0.036 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>1.93"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.56 cfs 0.038 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>2.19"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=0.87 cfs 0.059 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>1.61"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=0.59 cfs 0.038 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>1.68"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=0.60 cfs 0.037 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>1.61"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.50 cfs 0.031 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>1.61"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.51 cfs 0.032 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>1.46"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=0.62 cfs 0.039 af Inflow=5.99 cfs 0.415 afPond 1P: DMH1 Primary=5.99 cfs 0.415 af Peak Elev=119.07' Storage=229 cf Inflow=1.07 cfs 0.077 afPond BIO2: Bioretention Basin 2 Outflow=0.96 cfs 0.077 af Peak Elev=121.75' Inflow=0.46 cfs 0.028 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.46 cfs 0.028 af Peak Elev=121.65' Inflow=1.03 cfs 0.065 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.03 cfs 0.065 af Peak Elev=114.28' Inflow=0.51 cfs 0.032 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.51 cfs 0.032 af Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.67' Inflow=0.62 cfs 0.039 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.62 cfs 0.039 af Peak Elev=116.36' Inflow=0.50 cfs 0.031 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.50 cfs 0.031 af Peak Elev=117.27' Inflow=0.60 cfs 0.037 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.60 cfs 0.037 af Peak Elev=119.63' Inflow=0.87 cfs 0.059 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=0.87 cfs 0.059 af Peak Elev=119.54' Inflow=0.59 cfs 0.038 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.59 cfs 0.038 af Peak Elev=116.32' Inflow=4.85 cfs 0.344 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=4.85 cfs 0.344 af Peak Elev=118.42' Inflow=3.76 cfs 0.276 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=3.76 cfs 0.276 af Peak Elev=119.10' Inflow=3.01 cfs 0.200 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=3.01 cfs 0.200 af Peak Elev=120.06' Inflow=1.57 cfs 0.103 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.57 cfs 0.103 af Peak Elev=120.76' Inflow=1.57 cfs 0.103 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.57 cfs 0.103 af Total Runoff Area = 2.650 ac Runoff Volume = 0.416 af Average Runoff Depth = 1.88" 30.30% Pervious = 0.803 ac 69.70% Impervious = 1.848 ac Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.051 af, Depth> 2.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours)20191817161514131211109876543210 Flo w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,237 sf Runoff Volume=0.051 af Runoff Depth>2.39" Tc=5.0 min CN=95 0.73 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.026 af, Depth> 2.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: Bioretention Basin Area Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,032 sf Runoff Volume=0.026 af Runoff Depth>2.70" Tc=5.0 min CN=98 0.35 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.185 ac Runoff Volume=0.028 af Runoff Depth>1.84" Flow Length=41' Tc=2.1 min CN=89 0.46 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.05 hrs, Volume= 0.036 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.199 ac Runoff Volume=0.036 af Runoff Depth>2.19" Flow Length=77' Tc=3.0 min CN=93 0.57 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.038 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.237 ac Runoff Volume=0.038 af Runoff Depth>1.93" Flow Length=58' Tc=5.2 min CN=90 0.56 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.324 ac Runoff Volume=0.059 af Runoff Depth>2.19" Flow Length=329' Tc=4.8 min CN=93 0.87 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.281 ac Runoff Volume=0.038 af Runoff Depth>1.61" Flow Length=291' Tc=4.3 min CN=86 0.59 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.264 ac Runoff Volume=0.037 af Runoff Depth>1.68" Flow Length=295' Tc=3.5 min CN=87 0.60 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.231 ac Runoff Volume=0.031 af Runoff Depth>1.61" Flow Length=304' Tc=3.6 min CN=86 0.50 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.238 ac Runoff Volume=0.032 af Runoff Depth>1.61" Flow Length=253' Tc=3.6 min CN=86 0.51 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.318 ac Runoff Volume=0.039 af Runoff Depth>1.46" Flow Length=258' Tc=3.7 min CN=84 0.62 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth > 1.88" for 2-Year event Inflow = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af Primary = 5.99 cfs @ 12.06 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.650 ac 5.99 cfs5.99 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO2: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth > 2.49" for 2-Year event Inflow = 1.07 cfs @ 12.07 hrs, Volume= 0.077 af Outflow = 0.96 cfs @ 12.19 hrs, Volume= 0.077 af, Atten= 10%, Lag= 7.2 min Primary = 0.96 cfs @ 12.19 hrs, Volume= 0.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.07' @ 12.14 hrs Surf.Area= 428 sf Storage= 229 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 9.6 min calculated for 0.077 af (99% of inflow) Center-of-Mass det. time= 6.1 min ( 750.3 - 744.2 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 115.67' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.01 cfs @ 12.19 hrs HW=118.80' TW=117.29' (Dynamic Tailwater) 1=Culvert (Passes 1.01 cfs of 2.85 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Outlet Controls 1.01 cfs @ 5.15 fps) Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond BIO2: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.373 ac Peak Elev=119.07' Storage=229 cf 1.07 cfs 0.96 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 1.84" for 2-Year event Inflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Outflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.75' @ 12.08 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.29 cfs @ 12.04 hrs HW=121.70' TW=121.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.29 cfs @ 1.04 fps) Pond CB-A: CBA InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.185 ac Peak Elev=121.75' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.46 cfs0.46 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 2.03" for 2-Year event Inflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Outflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.65' @ 12.04 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.01 cfs @ 12.04 hrs HW=121.63' TW=120.75' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.01 cfs @ 3.45 fps) Pond CB-B: CBB InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.384 ac Peak Elev=121.65' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.03 cfs1.03 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af Outflow = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.28' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.50 cfs @ 12.06 hrs HW=114.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.50 cfs @ 2.46 fps) Pond CB1: CB1 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.238 ac Peak Elev=114.28' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 0.51 cfs0.51 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 1.46" for 2-Year event Inflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Outflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.67' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.60 cfs @ 12.06 hrs HW=114.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.60 cfs @ 3.70 fps) Pond CB2: CB2 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.318 ac Peak Elev=114.67' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 0.62 cfs0.62 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Outflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.36' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=116.24' TW=116.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.231 ac Peak Elev=116.36' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.50 cfs0.50 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 1.68" for 2-Year event Inflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Outflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.27' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.58 cfs @ 12.06 hrs HW=117.26' TW=116.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.58 cfs @ 2.56 fps) Pond CB4: CB4 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.264 ac Peak Elev=117.27' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 0.60 cfs0.60 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 2.19" for 2-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.63' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.84 cfs @ 12.07 hrs HW=119.62' TW=118.61' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.84 cfs @ 2.83 fps) Pond CB6: CB6 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.324 ac Peak Elev=119.63' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 0.87 cfs0.87 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=119.54' TW=118.55' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.57 cfs @ 2.54 fps) Pond CB7: CB-7 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.281 ac Peak Elev=119.54' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 0.59 cfs0.59 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [80] Warning: Exceeded Pond CB3 by 0.09' @ 12.05 hrs (0.55 cfs 0.003 af) Inflow Area = 2.094 ac, 73.93% Impervious, Inflow Depth > 1.97" for 2-Year event Inflow = 4.85 cfs @ 12.06 hrs, Volume= 0.344 af Outflow = 4.85 cfs @ 12.06 hrs, Volume= 0.344 af, Atten= 0%, Lag= 0.0 min Primary = 4.85 cfs @ 12.06 hrs, Volume= 0.344 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.32' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=4.73 cfs @ 12.06 hrs HW=116.30' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.73 cfs @ 5.01 fps) Pond DMH2: DMH2 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.094 ac Peak Elev=116.32' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 4.85 cfs4.85 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [80] Warning: Exceeded Pond BIO2 by 0.19' @ 12.05 hrs (0.36 cfs 0.001 af) [80] Warning: Exceeded Pond DMH4 by 0.09' @ 12.05 hrs (0.95 cfs 0.004 af) Inflow Area = 1.599 ac, 77.99% Impervious, Inflow Depth > 2.07" for 2-Year event Inflow = 3.76 cfs @ 12.06 hrs, Volume= 0.276 af Outflow = 3.76 cfs @ 12.06 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.76 cfs @ 12.06 hrs, Volume= 0.276 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 118.42' @ 12.06 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.60 cfs @ 12.06 hrs HW=118.32' TW=116.30' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.60 cfs @ 4.58 fps) Pond DMH3: DMH3 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.599 ac Peak Elev=118.42' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 3.76 cfs3.76 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 1.95" for 2-Year event Inflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Outflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Primary = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.10' @ 12.10 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.17 cfs @ 12.06 hrs HW=118.45' TW=118.31' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.17 cfs @ 1.49 fps) Pond DMH4: DMH4 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.226 ac Peak Elev=119.10' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 3.01 cfs3.01 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-Year event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.06' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.35 cfs @ 12.05 hrs HW=120.05' TW=118.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.35 cfs @ 3.86 fps) Pond DMH5: DMH5 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.621 ac Peak Elev=120.06' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 1.57 cfs1.57 cfs Proposed - Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-Year event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.76' @ 12.06 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.47 cfs @ 12.05 hrs HW=120.76' TW=120.05' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.47 cfs @ 4.03 fps) Pond STC-450i: STC 450i InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.621 ac Peak Elev=120.76' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 1.57 cfs1.57 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=11,237 sf 89.54% Impervious Runoff Depth>3.70"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.10 cfs 0.080 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth>4.04"Subcatchment 3S: Bioretention Basin Area Tc=5.0 min CN=98 Runoff=0.51 cfs 0.039 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>3.08"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.76 cfs 0.048 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>3.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.88 cfs 0.058 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>3.18"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.90 cfs 0.063 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>3.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.34 cfs 0.094 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>2.80"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.01 cfs 0.065 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>2.89"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.00 cfs 0.064 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>2.80"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.85 cfs 0.054 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>2.80"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.88 cfs 0.055 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>2.62"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.10 cfs 0.069 af Inflow=8.63 cfs 0.688 afPond 1P: DMH1 Primary=8.63 cfs 0.688 af Peak Elev=120.02' Storage=900 cf Inflow=1.60 cfs 0.118 afPond BIO2: Bioretention Basin 2 Outflow=1.24 cfs 0.118 af Peak Elev=124.21' Inflow=0.76 cfs 0.048 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.76 cfs 0.048 af Peak Elev=124.16' Inflow=1.63 cfs 0.105 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.63 cfs 0.105 af Peak Elev=114.40' Inflow=0.88 cfs 0.055 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.88 cfs 0.055 af Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.82' Inflow=1.10 cfs 0.069 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.10 cfs 0.069 af Peak Elev=117.55' Inflow=0.85 cfs 0.054 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.85 cfs 0.054 af Peak Elev=117.64' Inflow=1.00 cfs 0.064 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.00 cfs 0.064 af Peak Elev=122.14' Inflow=1.34 cfs 0.094 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.34 cfs 0.094 af Peak Elev=122.09' Inflow=1.01 cfs 0.065 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.01 cfs 0.065 af Peak Elev=117.50' Inflow=6.65 cfs 0.563 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=6.65 cfs 0.563 af Peak Elev=120.53' Inflow=4.81 cfs 0.446 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=4.81 cfs 0.446 af Peak Elev=122.02' Inflow=4.83 cfs 0.328 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=4.83 cfs 0.328 af Peak Elev=123.62' Inflow=2.50 cfs 0.168 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.50 cfs 0.168 af Peak Elev=123.91' Inflow=2.50 cfs 0.168 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.50 cfs 0.168 af Total Runoff Area = 2.650 ac Runoff Volume = 0.689 af Average Runoff Depth = 3.12" 30.30% Pervious = 0.803 ac 69.70% Impervious = 1.848 ac Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.10 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours)20191817161514131211109876543210 Flo w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,237 sf Runoff Volume=0.080 af Runoff Depth>3.70" Tc=5.0 min CN=95 1.10 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.039 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: Bioretention Basin Area Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,032 sf Runoff Volume=0.039 af Runoff Depth>4.04" Tc=5.0 min CN=98 0.51 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Depth> 3.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.185 ac Runoff Volume=0.048 af Runoff Depth>3.08" Flow Length=41' Tc=2.1 min CN=89 0.76 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.05 hrs, Volume= 0.058 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.199 ac Runoff Volume=0.058 af Runoff Depth>3.49" Flow Length=77' Tc=3.0 min CN=93 0.88 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.08 hrs, Volume= 0.063 af, Depth> 3.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.237 ac Runoff Volume=0.063 af Runoff Depth>3.18" Flow Length=58' Tc=5.2 min CN=90 0.90 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.324 ac Runoff Volume=0.094 af Runoff Depth>3.49" Flow Length=329' Tc=4.8 min CN=93 1.34 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.281 ac Runoff Volume=0.065 af Runoff Depth>2.80" Flow Length=291' Tc=4.3 min CN=86 1.01 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.264 ac Runoff Volume=0.064 af Runoff Depth>2.89" Flow Length=295' Tc=3.5 min CN=87 1.00 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.231 ac Runoff Volume=0.054 af Runoff Depth>2.80" Flow Length=304' Tc=3.6 min CN=86 0.85 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.238 ac Runoff Volume=0.055 af Runoff Depth>2.80" Flow Length=253' Tc=3.6 min CN=86 0.88 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.318 ac Runoff Volume=0.069 af Runoff Depth>2.62" Flow Length=258' Tc=3.7 min CN=84 1.10 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth > 3.11" for 10-Year event Inflow = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af Primary = 8.63 cfs @ 12.05 hrs, Volume= 0.688 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 8.63 cfs8.63 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO2: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth > 3.81" for 10-Year event Inflow = 1.60 cfs @ 12.07 hrs, Volume= 0.118 af Outflow = 1.24 cfs @ 12.36 hrs, Volume= 0.118 af, Atten= 23%, Lag= 17.1 min Primary = 1.24 cfs @ 12.36 hrs, Volume= 0.118 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.02' @ 12.20 hrs Surf.Area= 1,026 sf Storage= 900 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 9.9 min calculated for 0.118 af (99% of inflow) Center-of-Mass det. time= 7.5 min ( 742.8 - 735.3 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 115.67' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.25 cfs @ 12.36 hrs HW=119.70' TW=117.36' (Dynamic Tailwater) 1=Culvert (Passes 1.25 cfs of 3.54 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Outlet Controls 1.25 cfs @ 6.39 fps) Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond BIO2: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.373 ac Peak Elev=120.02' Storage=900 cf 1.60 cfs 1.24 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 3.08" for 10-Year event Inflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Outflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.21' @ 12.26 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.38' TW=122.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.185 ac Peak Elev=124.21' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.76 cfs0.76 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [80] Warning: Exceeded Pond CB-A by 1.46' @ 12.20 hrs (1.49 cfs 0.014 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 3.29" for 10-Year event Inflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Outflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.16' @ 12.21 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.50 cfs @ 12.04 hrs HW=122.57' TW=121.23' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.50 cfs @ 4.31 fps) Pond CB-B: CBB InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.384 ac Peak Elev=124.16' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.63 cfs1.63 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af Outflow = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.40' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.86 cfs @ 12.06 hrs HW=114.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.86 cfs @ 2.86 fps) Pond CB1: CB1 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.238 ac Peak Elev=114.40' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 0.88 cfs0.88 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 2.62" for 10-Year event Inflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Outflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.82' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.07 cfs @ 12.06 hrs HW=114.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.07 cfs @ 4.23 fps) Pond CB2: CB2 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.318 ac Peak Elev=114.82' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.10 cfs1.10 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Outflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=116.75' TW=117.42' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.231 ac Peak Elev=117.55' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.85 cfs0.85 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 2.89" for 10-Year event Inflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Outflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.64' @ 12.09 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=117.41' TW=117.44' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.264 ac Peak Elev=117.64' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.00 cfs1.00 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 0.19' above defined flood level Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 3.49" for 10-Year event Inflow = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.14' @ 12.14 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=120.53' TW=121.77' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.324 ac Peak Elev=122.14' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 1.34 cfs1.34 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 0.14' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Outflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.09' @ 12.14 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=120.26' TW=121.74' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.281 ac Peak Elev=122.09' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.01 cfs1.01 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [80] Warning: Exceeded Pond CB3 by 0.85' @ 12.05 hrs (3.03 cfs 0.019 af) [80] Warning: Exceeded Pond CB4 by 0.10' @ 12.05 hrs (0.56 cfs 0.002 af) Inflow Area = 2.094 ac, 73.93% Impervious, Inflow Depth > 3.23" for 10-Year event Inflow = 6.65 cfs @ 12.05 hrs, Volume= 0.563 af Outflow = 6.65 cfs @ 12.05 hrs, Volume= 0.563 af, Atten= 0%, Lag= 0.0 min Primary = 6.65 cfs @ 12.05 hrs, Volume= 0.563 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.50' @ 12.05 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=6.64 cfs @ 12.05 hrs HW=117.48' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.64 cfs @ 5.41 fps) Pond DMH2: DMH2 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=2.094 ac Peak Elev=117.50' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 6.65 cfs6.65 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [80] Warning: Exceeded Pond BIO2 by 0.92' @ 12.05 hrs (2.22 cfs 0.020 af) [80] Warning: Exceeded Pond DMH4 by 0.49' @ 12.00 hrs (2.19 cfs 0.009 af) Inflow Area = 1.599 ac, 77.99% Impervious, Inflow Depth > 3.34" for 10-Year event Inflow = 4.81 cfs @ 12.04 hrs, Volume= 0.446 af Outflow = 4.81 cfs @ 12.04 hrs, Volume= 0.446 af, Atten= 0%, Lag= 0.0 min Primary = 4.81 cfs @ 12.04 hrs, Volume= 0.446 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.53' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=4.14 cfs @ 12.04 hrs HW=120.07' TW=117.39' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.14 cfs @ 5.27 fps) Pond DMH3: DMH3 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.599 ac Peak Elev=120.53' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 4.81 cfs4.81 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 0.20' above defined flood level [80] Warning: Exceeded Pond CB6 by 1.87' @ 12.05 hrs (3.96 cfs 0.021 af) [80] Warning: Exceeded Pond CB7 by 1.96' @ 12.05 hrs (3.83 cfs 0.022 af) [80] Warning: Exceeded Pond DMH5 by 0.09' @ 12.05 hrs (0.45 cfs 0.002 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 3.21" for 10-Year event Inflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Outflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min Primary = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.02' @ 12.09 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.85 cfs @ 12.06 hrs HW=121.70' TW=120.20' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.85 cfs @ 4.90 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=122.02' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 4.83 cfs4.83 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [80] Warning: Exceeded Pond STC-450i by 1.28' @ 12.10 hrs (2.81 cfs 0.017 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.62' @ 12.11 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.62' TW=121.65' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH5: DMH5 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.621 ac Peak Elev=123.62' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 2.50 cfs2.50 cfs Proposed - Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [80] Warning: Exceeded Pond CB-B by 1.25' @ 12.15 hrs (1.45 cfs 0.008 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.91' @ 12.16 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.32' TW=121.62' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.621 ac Peak Elev=123.91' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 2.50 cfs2.50 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=11,237 sf 89.54% Impervious Runoff Depth>4.71"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.38 cfs 0.101 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth>5.06"Subcatchment 3S: Bioretention Basin Area Tc=5.0 min CN=98 Runoff=0.63 cfs 0.049 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>4.06"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.98 cfs 0.063 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>4.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.11 cfs 0.075 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>4.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.16 cfs 0.082 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>4.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.70 cfs 0.121 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>3.75"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.33 cfs 0.088 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>3.85"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.32 cfs 0.085 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>3.75"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.13 cfs 0.072 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>3.75"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.16 cfs 0.074 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>3.55"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.48 cfs 0.094 af Inflow=11.26 cfs 0.903 afPond 1P: DMH1 Primary=11.26 cfs 0.903 af Peak Elev=120.41' Storage=1,349 cf Inflow=2.01 cfs 0.150 afPond BIO2: Bioretention Basin 2 Outflow=3.67 cfs 0.149 af Peak Elev=129.46' Inflow=0.98 cfs 0.063 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.98 cfs 0.063 af Peak Elev=129.39' Inflow=2.09 cfs 0.137 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.09 cfs 0.137 af Peak Elev=114.48' Inflow=1.16 cfs 0.074 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.16 cfs 0.074 af Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.93' Inflow=1.48 cfs 0.094 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.48 cfs 0.094 af Peak Elev=119.55' Inflow=1.13 cfs 0.072 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.13 cfs 0.072 af Peak Elev=119.59' Inflow=1.32 cfs 0.085 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.32 cfs 0.085 af Peak Elev=127.20' Inflow=1.70 cfs 0.121 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.70 cfs 0.121 af Peak Elev=127.15' Inflow=1.33 cfs 0.088 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.33 cfs 0.088 af Peak Elev=119.47' Inflow=8.62 cfs 0.735 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=8.62 cfs 0.735 af Peak Elev=124.51' Inflow=6.24 cfs 0.578 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=6.24 cfs 0.578 af Peak Elev=127.06' Inflow=6.21 cfs 0.428 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=6.21 cfs 0.428 af Peak Elev=128.62' Inflow=3.20 cfs 0.219 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=3.20 cfs 0.219 af Peak Elev=129.02' Inflow=3.20 cfs 0.219 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=3.20 cfs 0.219 af Total Runoff Area = 2.650 ac Runoff Volume = 0.904 af Average Runoff Depth = 4.09" 30.30% Pervious = 0.803 ac 69.70% Impervious = 1.848 ac Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.38 cfs @ 12.07 hrs, Volume= 0.101 af, Depth> 4.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours)20191817161514131211109876543210 Flo w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,237 sf Runoff Volume=0.101 af Runoff Depth>4.71" Tc=5.0 min CN=95 1.38 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 5.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: Bioretention Basin Area Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,032 sf Runoff Volume=0.049 af Runoff Depth>5.06" Tc=5.0 min CN=98 0.63 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.185 ac Runoff Volume=0.063 af Runoff Depth>4.06" Flow Length=41' Tc=2.1 min CN=89 0.98 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.05 hrs, Volume= 0.075 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.199 ac Runoff Volume=0.075 af Runoff Depth>4.49" Flow Length=77' Tc=3.0 min CN=93 1.11 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.08 hrs, Volume= 0.082 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.237 ac Runoff Volume=0.082 af Runoff Depth>4.16" Flow Length=58' Tc=5.2 min CN=90 1.16 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.324 ac Runoff Volume=0.121 af Runoff Depth>4.49" Flow Length=329' Tc=4.8 min CN=93 1.70 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.281 ac Runoff Volume=0.088 af Runoff Depth>3.75" Flow Length=291' Tc=4.3 min CN=86 1.33 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Depth> 3.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.264 ac Runoff Volume=0.085 af Runoff Depth>3.85" Flow Length=295' Tc=3.5 min CN=87 1.32 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.231 ac Runoff Volume=0.072 af Runoff Depth>3.75" Flow Length=304' Tc=3.6 min CN=86 1.13 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.238 ac Runoff Volume=0.074 af Runoff Depth>3.75" Flow Length=253' Tc=3.6 min CN=86 1.16 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Depth> 3.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.318 ac Runoff Volume=0.094 af Runoff Depth>3.55" Flow Length=258' Tc=3.7 min CN=84 1.48 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth > 4.09" for 25-Year event Inflow = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af Primary = 11.26 cfs @ 12.05 hrs, Volume= 0.903 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 11.26 cfs11.26 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO2: Bioretention Basin 2 [90] Warning: Qout>Qin may require Finer Routing or smaller dt [87] Warning: Oscillations may require Finer Routing or smaller dt Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth > 4.82" for 25-Year event Inflow = 2.01 cfs @ 12.07 hrs, Volume= 0.150 af Outflow = 3.67 cfs @ 12.25 hrs, Volume= 0.149 af, Atten= 0%, Lag= 10.8 min Primary = 3.67 cfs @ 12.25 hrs, Volume= 0.149 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.41' @ 12.20 hrs Surf.Area= 1,267 sf Storage= 1,349 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 10.1 min calculated for 0.149 af (100% of inflow) Center-of-Mass det. time= 8.0 min ( 738.7 - 730.7 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 115.67' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.25 hrs HW=120.28' TW=122.26' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond BIO2: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.373 ac Peak Elev=120.41' Storage=1,349 cf 2.01 cfs 3.67 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 4.72' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 4.06" for 25-Year event Inflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Outflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.46' @ 12.28 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=123.20' TW=123.65' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.185 ac Peak Elev=129.46' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.98 cfs0.98 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 4.60' above defined flood level [80] Warning: Exceeded Pond CB-A by 2.13' @ 12.15 hrs (1.80 cfs 0.035 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 4.28" for 25-Year event Inflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Outflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.39' @ 12.23 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.11 cfs @ 12.04 hrs HW=123.76' TW=123.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.11 cfs @ 3.19 fps) Pond CB-B: CBB InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.384 ac Peak Elev=129.39' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.09 cfs2.09 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af Outflow = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.48' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.14 cfs @ 12.06 hrs HW=114.47' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.14 cfs @ 3.10 fps) Pond CB1: CB1 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.238 ac Peak Elev=114.48' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 1.16 cfs1.16 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 3.55" for 25-Year event Inflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Outflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.93' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.44 cfs @ 12.06 hrs HW=114.92' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.44 cfs @ 4.51 fps) Pond CB2: CB2 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.318 ac Peak Elev=114.93' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.48 cfs1.48 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 0.22' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Outflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.55' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=118.31' TW=119.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.231 ac Peak Elev=119.55' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.13 cfs1.13 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 0.24' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 3.85" for 25-Year event Inflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Outflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.59' @ 12.10 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=118.33' TW=119.38' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.264 ac Peak Elev=119.59' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.32 cfs1.32 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 5.25' above defined flood level Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 4.49" for 25-Year event Inflow = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af Outflow = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.20' @ 12.15 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=122.53' TW=125.60' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.324 ac Peak Elev=127.20' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 1.70 cfs1.70 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 5.20' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Outflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.15' @ 12.15 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=122.02' TW=125.38' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.281 ac Peak Elev=127.15' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.33 cfs1.33 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 0.12' above defined flood level [80] Warning: Exceeded Pond CB3 by 1.73' @ 12.25 hrs (4.31 cfs 0.054 af) [80] Warning: Exceeded Pond CB4 by 1.24' @ 12.05 hrs (3.49 cfs 0.036 af) Inflow Area = 2.094 ac, 73.93% Impervious, Inflow Depth > 4.21" for 25-Year event Inflow = 8.62 cfs @ 12.05 hrs, Volume= 0.735 af Outflow = 8.62 cfs @ 12.05 hrs, Volume= 0.735 af, Atten= 0%, Lag= 0.0 min Primary = 8.62 cfs @ 12.05 hrs, Volume= 0.735 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.47' @ 12.05 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=8.58 cfs @ 12.05 hrs HW=119.41' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 8.58 cfs @ 6.99 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.094 ac Peak Elev=119.47' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 8.62 cfs8.62 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 3.85' above defined flood level [80] Warning: Exceeded Pond BIO2 by 4.48' @ 12.05 hrs (4.91 cfs 0.072 af) [80] Warning: Exceeded Pond DMH4 by 3.83' @ 12.25 hrs (6.14 cfs 0.031 af) Inflow Area = 1.599 ac, 77.99% Impervious, Inflow Depth > 4.33" for 25-Year event Inflow = 6.24 cfs @ 12.25 hrs, Volume= 0.578 af Outflow = 6.24 cfs @ 12.25 hrs, Volume= 0.578 af, Atten= 0%, Lag= 0.0 min Primary = 6.24 cfs @ 12.25 hrs, Volume= 0.578 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.51' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=5.16 cfs @ 12.25 hrs HW=122.04' TW=117.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.16 cfs @ 6.56 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.599 ac Peak Elev=124.51' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 6.24 cfs6.24 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 5.24' above defined flood level [80] Warning: Exceeded Pond CB6 by 3.72' @ 12.05 hrs (5.58 cfs 0.073 af) [80] Warning: Exceeded Pond CB7 by 3.82' @ 12.05 hrs (5.34 cfs 0.070 af) [80] Warning: Exceeded Pond DMH5 by 2.78' @ 12.30 hrs (2.51 cfs 0.010 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 4.19" for 25-Year event Inflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Outflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af, Atten= 0%, Lag= 0.0 min Primary = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.06' @ 12.11 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.31 cfs @ 12.06 hrs HW=125.15' TW=124.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.31 cfs @ 4.22 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=127.06' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 6.21 cfs6.21 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 4.10' above defined flood level [80] Warning: Exceeded Pond STC-450i by 2.59' @ 12.35 hrs (4.00 cfs 0.052 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-Year event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 128.62' @ 12.14 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.03 cfs @ 12.05 hrs HW=125.32' TW=124.85' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.03 cfs @ 1.90 fps) Pond DMH5: DMH5 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.621 ac Peak Elev=128.62' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 3.20 cfs3.20 cfs Proposed - Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 4.27' above defined flood level [80] Warning: Exceeded Pond CB-B by 1.95' @ 12.40 hrs (1.81 cfs 0.022 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-Year event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.02' @ 12.18 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=123.43' TW=125.32' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.621 ac Peak Elev=129.02' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 3.20 cfs3.20 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=11,237 sf 89.54% Impervious Runoff Depth>6.75"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.93 cfs 0.145 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth>7.11"Subcatchment 3S: Bioretention Basin Area Tc=5.0 min CN=98 Runoff=0.88 cfs 0.068 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>6.05"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=1.42 cfs 0.093 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>6.52"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.58 cfs 0.108 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>6.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.69 cfs 0.122 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>6.51"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=2.41 cfs 0.176 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>5.70"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.98 cfs 0.133 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>5.82"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.94 cfs 0.128 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>5.70"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.67 cfs 0.110 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>5.70"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.72 cfs 0.113 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>5.47"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=2.23 cfs 0.145 af Inflow=16.52 cfs 1.341 afPond 1P: DMH1 Primary=16.52 cfs 1.341 af Peak Elev=127.13' Storage=2,212 cf Inflow=2.81 cfs 0.213 afPond BIO2: Bioretention Basin 2 Outflow=3.93 cfs 0.213 af Peak Elev=143.96' Inflow=1.42 cfs 0.093 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=1.42 cfs 0.093 af Peak Elev=143.83' Inflow=2.99 cfs 0.201 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.99 cfs 0.201 af Peak Elev=114.63' Inflow=1.72 cfs 0.113 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.72 cfs 0.113 af Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=115.17' Inflow=2.23 cfs 0.145 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.23 cfs 0.145 af Peak Elev=125.09' Inflow=1.67 cfs 0.110 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.67 cfs 0.110 af Peak Elev=125.17' Inflow=1.94 cfs 0.128 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.94 cfs 0.128 af Peak Elev=139.92' Inflow=2.41 cfs 0.176 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.41 cfs 0.176 af Peak Elev=139.83' Inflow=1.98 cfs 0.133 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.98 cfs 0.133 af Peak Elev=124.92' Inflow=12.57 cfs 1.083 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=12.57 cfs 1.083 af Peak Elev=134.98' Inflow=8.96 cfs 0.845 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=8.96 cfs 0.845 af Peak Elev=139.66' Inflow=8.96 cfs 0.632 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=8.96 cfs 0.632 af Peak Elev=142.41' Inflow=4.60 cfs 0.323 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.60 cfs 0.323 af Peak Elev=143.13' Inflow=4.60 cfs 0.323 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.60 cfs 0.323 af Total Runoff Area = 2.650 ac Runoff Volume = 1.341 af Average Runoff Depth = 6.07" 30.30% Pervious = 0.803 ac 69.70% Impervious = 1.848 ac Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.93 cfs @ 12.07 hrs, Volume= 0.145 af, Depth> 6.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours)20191817161514131211109876543210 Flo w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,237 sf Runoff Volume=0.145 af Runoff Depth>6.75" Tc=5.0 min CN=95 1.93 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.068 af, Depth> 7.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: Bioretention Basin Area Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,032 sf Runoff Volume=0.068 af Runoff Depth>7.11" Tc=5.0 min CN=98 0.88 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Depth> 6.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.185 ac Runoff Volume=0.093 af Runoff Depth>6.05" Flow Length=41' Tc=2.1 min CN=89 1.42 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.05 hrs, Volume= 0.108 af, Depth> 6.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.199 ac Runoff Volume=0.108 af Runoff Depth>6.52" Flow Length=77' Tc=3.0 min CN=93 1.58 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.122 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.237 ac Runoff Volume=0.122 af Runoff Depth>6.16" Flow Length=58' Tc=5.2 min CN=90 1.69 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af, Depth> 6.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.324 ac Runoff Volume=0.176 af Runoff Depth>6.51" Flow Length=329' Tc=4.8 min CN=93 2.41 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.281 ac Runoff Volume=0.133 af Runoff Depth>5.70" Flow Length=291' Tc=4.3 min CN=86 1.98 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.264 ac Runoff Volume=0.128 af Runoff Depth>5.82" Flow Length=295' Tc=3.5 min CN=87 1.94 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.231 ac Runoff Volume=0.110 af Runoff Depth>5.70" Flow Length=304' Tc=3.6 min CN=86 1.67 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.238 ac Runoff Volume=0.113 af Runoff Depth>5.70" Flow Length=253' Tc=3.6 min CN=86 1.72 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Depth> 5.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.318 ac Runoff Volume=0.145 af Runoff Depth>5.47" Flow Length=258' Tc=3.7 min CN=84 2.23 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.650 ac, 69.70% Impervious, Inflow Depth > 6.07" for 100-Year event Inflow = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af Primary = 16.52 cfs @ 12.06 hrs, Volume= 1.341 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.650 ac 16.52 cfs16.52 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BIO2: Bioretention Basin 2 [93] Warning: Storage range exceeded by 6.13' [58] Hint: Peaked 6.03' above defined flood level [90] Warning: Qout>Qin may require Finer Routing or smaller dt [87] Warning: Oscillations may require Finer Routing or smaller dt Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth > 6.86" for 100-Year event Inflow = 2.81 cfs @ 12.07 hrs, Volume= 0.213 af Outflow = 3.93 cfs @ 12.55 hrs, Volume= 0.213 af, Atten= 0%, Lag= 28.7 min Primary = 3.93 cfs @ 12.55 hrs, Volume= 0.213 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.13' @ 12.20 hrs Surf.Area= 1,676 sf Storage= 2,212 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 12.2 min calculated for 0.213 af (100% of inflow) Center-of-Mass det. time= 10.7 min ( 735.1 - 724.4 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 115.67' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.10 cfs @ 12.55 hrs HW=120.36' TW=120.36' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.10 cfs @ 0.13 fps) 2=Orifice/Grate (Passes < 0.85 cfs potential flow) 3=Culvert (Passes < 0.04 cfs potential flow) Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond BIO2: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.373 ac Peak Elev=127.13' Storage=2,212 cf 2.81 cfs 3.93 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 108HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 19.22' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 6.05" for 100-Year event Inflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Outflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.96' @ 12.30 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=126.00' TW=128.77' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.185 ac Peak Elev=143.96' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 1.42 cfs1.42 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 109HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 19.04' above defined flood level [80] Warning: Exceeded Pond CB-A by 4.09' @ 12.15 hrs (2.50 cfs 0.059 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 6.29" for 100-Year event Inflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Outflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Primary = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.83' @ 12.25 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=129.31' TW=129.78' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-B: CBB InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.384 ac Peak Elev=143.83' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.99 cfs2.99 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 110HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af Outflow = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Primary = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.63' @ 12.05 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.70 cfs @ 12.05 hrs HW=114.63' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.70 cfs @ 3.53 fps) Pond CB1: CB1 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.238 ac Peak Elev=114.63' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 1.72 cfs1.72 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 111HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 5.47" for 100-Year event Inflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Outflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 115.17' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.19 cfs @ 12.06 hrs HW=115.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.19 cfs @ 4.01 fps) Pond CB2: CB2 InflowPrimary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.318 ac Peak Elev=115.17' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 2.23 cfs2.23 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 112HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 5.76' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Outflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.09' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.29' TW=124.66' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.231 ac Peak Elev=125.09' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.67 cfs1.67 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 113HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 5.82' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 5.82" for 100-Year event Inflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Outflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.17' @ 12.10 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.31' TW=124.72' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.264 ac Peak Elev=125.17' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.94 cfs1.94 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 114HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 17.97' above defined flood level Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 6.51" for 100-Year event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af Outflow = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.92' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=128.53' TW=135.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.324 ac Peak Elev=139.92' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 2.41 cfs2.41 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 115HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 17.88' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Outflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.83' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=127.51' TW=134.55' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.281 ac Peak Elev=139.83' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.98 cfs1.98 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 116HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 5.57' above defined flood level [80] Warning: Exceeded Pond CB3 by 3.93' @ 12.05 hrs (6.51 cfs 0.107 af) [80] Warning: Exceeded Pond CB4 by 3.80' @ 12.05 hrs (6.11 cfs 0.054 af) Inflow Area = 2.094 ac, 73.93% Impervious, Inflow Depth > 6.20" for 100-Year event Inflow = 12.57 cfs @ 12.06 hrs, Volume= 1.083 af Outflow = 12.57 cfs @ 12.06 hrs, Volume= 1.083 af, Atten= 0%, Lag= 0.0 min Primary = 12.57 cfs @ 12.06 hrs, Volume= 1.083 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.92' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=12.33 cfs @ 12.06 hrs HW=124.54' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.33 cfs @ 10.05 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.094 ac Peak Elev=124.92' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 12.57 cfs12.57 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 117HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 14.32' above defined flood level [80] Warning: Exceeded Pond BIO2 by 13.87' @ 12.10 hrs (8.63 cfs 0.127 af) [80] Warning: Exceeded Pond DMH4 by 2.71' @ 12.55 hrs (5.16 cfs 0.049 af) Inflow Area = 1.599 ac, 77.99% Impervious, Inflow Depth > 6.34" for 100-Year event Inflow = 8.96 cfs @ 12.06 hrs, Volume= 0.845 af Outflow = 8.96 cfs @ 12.06 hrs, Volume= 0.845 af, Atten= 0%, Lag= 0.0 min Primary = 8.96 cfs @ 12.06 hrs, Volume= 0.845 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 134.98' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=7.53 cfs @ 12.06 hrs HW=133.33' TW=124.48' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.53 cfs @ 9.58 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.599 ac Peak Elev=134.98' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 8.96 cfs8.96 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 118HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 17.84' above defined flood level [80] Warning: Exceeded Pond CB6 by 7.24' @ 12.05 hrs (7.78 cfs 0.137 af) [80] Warning: Exceeded Pond CB7 by 7.40' @ 12.05 hrs (7.43 cfs 0.132 af) [80] Warning: Exceeded Pond DMH5 by 0.86' @ 12.50 hrs (1.40 cfs 0.015 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 6.19" for 100-Year event Inflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Outflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af, Atten= 0%, Lag= 0.0 min Primary = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.66' @ 12.11 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.48 cfs @ 12.06 hrs HW=133.95' TW=133.33' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.48 cfs @ 3.15 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours)20191817161514131211109876543210 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=139.66' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 8.96 cfs8.96 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 119HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 17.89' above defined flood level [80] Warning: Exceeded Pond STC-450i by 3.60' @ 12.05 hrs (4.71 cfs 0.093 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-Year event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.41' @ 12.15 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.78 cfs @ 12.05 hrs HW=134.49' TW=133.10' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.78 cfs @ 3.26 fps) Pond DMH5: DMH5 InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=142.41' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 4.60 cfs4.60 cfs Proposed - Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage Atwood Rd Drainage Printed 7/10/2017Prepared by Tighe & Bond, Inc. Page 120HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 18.38' above defined flood level [80] Warning: Exceeded Pond CB-B by 3.15' @ 12.10 hrs (2.31 cfs 0.033 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-Year event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.13' @ 12.20 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=130.91' TW=134.49' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i InflowPrimary Hydrograph Time (hours) 20191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=143.13' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 4.60 cfs4.60 cfs