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Stormwater Response Memo with Attachments.pdfTECHNICAL MEMORANDUM Tighe&Bond Hospitality North Stormwater Management Permit Revised Submittal TO: Mr. Douglas McDonald, Northampton DPW Stormwater Manager FROM: Brian S. Huntley, P.E. COPY: Sarah LaValley, Northampton Conservation Commission DATE: October 16, 2013 The stormwater management system of the Hospitality North project has been revised to accommodate the requests of the Northampton Conservation Commission and the DPW Stormwater Manager. The following is a summary of requested changes to the system, the impacts those changes have on the system, and how the project continues to comply with the Massachusetts Stormwater Standards (the Standards) and the City of Northampton Stormwater Bylaw. The redesign of the stormwater management system will continue to comply with the Standards as a partial redevelopment. Also included as attachments to this memorandum are the following items:  Attachment A: Site Plans, revised October 15, 2013  Attachment B: Existing and Proposed Drainage Area maps, revised October 16, 2013  Attachment C: Existing and Proposed HydroCAD reports for the 2-, 10-, 25- and 100- year storm events, revised October 16, 2013  Attachment D: Operation and Maintenance Plan, dated October 16, 2013 At the request of the Commission, a previous wetland delineation along the northern property line within Massachusetts Department of Transportation (MassDOT) property has been incorporated into the Site Plans. According to the definition of “alter” in 310 CMR 10.04, removal of the existing stormwater flows to the existing wetland system to the north could detrimentally alter the ecology of that wetland system. Therefore the need to continue to discharge stormwater to this wetland area is a requirement of the Wetlands Protection Act. Under existing conditions, untreated stormwater discharges to this wetland system flow through paved waterways from the hotel parking lot and access drives directly to the wetland. The existing conditions hydrologic analysis has been revised to model these waterways as well as the swale connecting the northern wetland to the western wetland. Since the abutting property is owned by MassDOT, surficial features are not represented on the topographical survey. The hydrologic analysis is based on field-determined values pertaining to slope and length of the drainage swale as well as density of groundcover. Additionally, the existing conditions hydrologic analysis has been revised to include all areas contributing stormwater to the municipal storm drainage collection system in Atwood Drive. This includes the parking area previously developed to the east of the subject property. Figure 4, enclosed, has been revised to graphically reflect the changes to the existing hydrologic analysis. Due to this request, the project will be required to claim a portion of the property as a “redevelopment” as defined in the Standards, Standard 7. Under proposed conditions, two paved waterways discharging stormwater to the north will be rehabilitated and will include a rip-rap pad at the property line to reduce the velocity upon discharge to the abutting property. Typical stormwater treatment mechanisms (ie deep-sump, hooded catch basins or bioretention areas) are not feasible for use prior to discharge to the wetland to the north TECHNICAL MEMORANDUM Tighe&Bond -2- due to limited topographical change and property ownership that prevents a discharge pipe from daylighting on the subject property. This portion of the project will comply with the Standards to the maximum extent practicable according to Standard 7. The two drainage areas that will discharge stormwater through the paved swales will not include any structural TSS removal features due to lack of topographic change and available land. Street sweeping and other site maintenance activities outlined in the revised Operation & Maintenance (O&M) Plan will improve stormwater discharge quality for these two areas. While these two areas see minimal treatment, the overall TSS removal for the project will comply with the 80% removal requirement. Further discussion pertaining to TSS removal is provided further in this document. Additional changes to the O&M Plan include the requirement for inspections of the stormwater management system following a 10-year or greater flood event, as requested per the Conservation Commission Agent. Other changes to the stormwater management system include modifications to the infiltration basin located in the western portion of the site. Previously, stormwater flows from this basin were regulated by a single outlet control structure (OCS) which connected to the existing 18-inch municipal storm drainage line from Atwood Drive that discharges stormwater to the wetland to the west. Under existing conditions, stormwater from the subject property and from within the municipal right of way was discharged through this main to the wetland. It has been noted that this system has limited capacity, and measures to decrease stormwater discharges through this pipe are desired. The proposed stormwater collection system within the development has reduced the amount of stormwater flowing to the municipal system, and all stormwater collected within the development will be routed through the infiltration basin prior to regulated discharge to the wetland. This will improve conditions within the municipal system. Additionally, a secondary outlet control structure has been proposed in the infiltration basin so as to further reduce the impact on municipal storm drainage infrastructure. The previously proposed OCS has been modified to include a smaller diameter discharge pipe contributing flow to the existing infrastructure. The continuance of some stormwater discharge through this pipe is important to prevent ecological changes within the wetland due to stormwater conveyance changes. The proposed hydrologic analysis (HydroCAD) has been revised to reflect the changes presented above. The proposed analysis includes contributing areas to the Atwood Drive municipal stormwater collection system including the existing parking area to the east of the development. Figure 5, Proposed Drainage Areas, has been revised and included as part of this memorandum for graphic representation of changes made to the stormwater management system. A summary of the peak discharge rates anticipated under this scenario is presented in Tables 1 and 2, below. TABLE 1 Peak Discharge Rates (cfs) Design Point 2-Year 10-Year 25-Year 100-Year Total Existing 19.9 33.1 43.5 64.5 Proposed 11.5 25.2 30.7 41.0 TECHNICAL MEMORANDUM Tighe&Bond -3- TABLE 2 Peak Discharge Rates (cfs) through Municipal System (at existing 18” outfall) Design Point 2-Year 10-Year 25-Year 100-Year Total Existing 14.5 23.0 29.5 42.3 Proposed 7.8 12.9 14.9 17.6 Efforts to reduce discharge velocities using rip-rap pads at discharge locations have been incorporated into the plans. Discharge velocities are presented below in Table 3 for all stormwater outfalls. Discharge velocities are within the ranges set in the Standards, Volume 3, as non-erosive, thus satisfying this requirement of Standard 1. TABLE 3 Peak Discharge Velocities for a 2-year Storm Location Peak Discharge (cfs) Velocity at Peak Discharge (fps) Infiltration Basin, Northern Parking area collection system (30” diameter) 5.9 1.2 Infiltration Basin, Southern Parking area collection system (24” diameter) 7.0 4.0 BR-2 Outlet (12” diameter) 0.4 0.5 Paved Waterway 1 (east) 0.4 1.6 Paved Waterway 2 (west) 0.4 1.9 24” Culvert from Basin (2 identical culverts, each) 2.9 0.9 18” Building (Office Use) 1.4 0.8 Existing Headwall, Municipal System (18” diameter) 7.8 4.4 The inclusion of the paved swales discharging untreated stormwater directly to a wetland under the jurisdiction of a redevelopment project requires that the entire site comply with the 80% Total Suspended Solids (TSS) removal on a weighted average basis. Additionally, requirements of the Standards pertaining to using a “de minimus” calculation are met and include physical site limitations, discharges of less than 1 cfs for the 2-year, 24-hour design storm among others. Table 4 provides the weighted average TSS removal calculation for the entire project. TSS removal worksheets have been revised and attached to this memorandum. TECHNICAL MEMORANDUM Tighe&Bond -4- TABLE 4 TSS Weighted Average Calculations Treatment Train Identification Area (acres) TSS Removal Treatment Train 1: Catchbasin, WQU, Infiltration Basin 4.428 96% Treatment Train 2: Bioretention Area 0.390 90% Treatment Train 3: Bioretention Area, WQU 0.300 98% No Treatment 0.369 0% Weighted Average 5.487 89% Stormwater recharge will continue to be provided through the infiltration basin. The basin has been designed to provide the required recharge volume and water quality volume below the lowest outlet invert. Calculations previously provided in the original submittal are still applicable to the revised design. The modifications to the infiltration basin outlets result in an available freeboard during the 100-year storm event of over 1-foot. We trust this information will be sufficient to continue the review of the Stormwater Management Permit for the Hospitality North project. Please do not hesitate to contact us should you need any further information. \\SRV\Projects\H\H1363\Atwood North\Permits\Stormwater\Resubmittal 10-16-2013\Stormwater Response Memo.docx Attachment A: Site Plans (under separate cover) Attachment B: Existing and Proposed Drainage Area maps AREA 1 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 11 AREA 12 AREA 13 AREA 10 AREA 9B AREA 14B AREA 8 AREA 2A AREA 14A AREA 15 AREA 16 AREA 18 AREA 17 AREA 19 AREA 20 AREA 21AREA 22 AREA 23 Tighe&Bond www.tighebond.com SCALE: DRAWN BY: CHECKED: APPROVED BY: Date PROJECT NO: Mark FILE: Description Northampton, Massachusetts Hospitality North Development Atwood Drive H-1363 FJH BSH EFB/JEC Existing Drainage.dwg EXISTING DRAINAGE AREAS 1" = 100' Figure 4 1 10/16/13 Municipal Comments AREA 27 AREA 26 AREA 32 AREA 33 AREA 34 AREA 35 AREA 10 AREA 36 AREA 28 AREA 30 AREA 31 AREA 29 AREA 25AREA 23 AREA 20 AREA 18AREA 15 AREA 16 AREA 17 AREA 21 AREA 22AREA 11 AREA 8 AREA 9 AREA 3 AREA 2 AREA 1 AREA 7 AREA 5 AREA 13 AREA 12 AREA 14 AREA 19 AREA 24 AREA 6 AREA 15 AREA 16 AREA 18 AREA 17 AREA 19 AREA 20 AREA 21AREA 22 AREA 23 AREA 26A Tighe&Bond www.tighebond.com SCALE: DRAWN BY: CHECKED: APPROVED BY: Date PROJECT NO: Mark FILE: Description H-1363 FJH BSH EFB/JEC Proposed Drainage.dwg PROPOSED DRAINAGE AREAS 1" = 100' Figure 5 Northampton, Massachusetts Hospitality North Development Atwood Drive 1 10/16/13 Municipal Comments Attachment C: Existing and Proposed HydroCAD reports 1S Area 1 2AS Area 2A 2BS Area 2B 3S Area 3 4S Area 4 5S Area 5 6S Area 6 7S Area 7 8S Area 8 9AS Area 9A 9BS Area 9B 10S Area 10 11S Area 11 12S Area 12 13S Area 13 14AS Area 14A 14BS Area 14B 15S Area 15 16S Area 16 17S Area 1718S Area 18 19S Area 19 20S Area 20 21S Area 21 22S Area 22 23S Area 23 15R Area 2B Swale 16R Area 2B Swale 17R Area 2B Swale 18R Area 2B Swale 19R Area 2B Swale 20R Area 2B Swale 21R Bordering Veg Swale 22R Bodering Veg Swale 23R Bordering Veg Swale 15P Wetland Area CB-ACB CBA CB-BCB CBB CB1CB CB1 CB10CB CB10 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB5CB CB5 CB6CB CB6 CB7CB CB-7 CB8CB CB8 CB9CB CB9 DMH1CB DMH1 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 OTF OUTFALL STC-450iCB STC 450i Drainage Diagram for Existing Drainage_10-3-13Prepared by Microsoft, Printed 10/16/2013 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 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=1.426 ac 15.15% Impervious Runoff Depth>0.71"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=71 Runoff=1.21 cfs 0.085 af Runoff Area=0.901 ac 11.10% Impervious Runoff Depth>0.63"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=69 Runoff=0.61 cfs 0.047 af Runoff Area=0.210 ac 95.24% Impervious Runoff Depth>2.57"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=0.57 cfs 0.045 af Runoff Area=0.973 ac 79.14% Impervious Runoff Depth>2.08"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=2.69 cfs 0.169 af Runoff Area=0.169 ac 94.08% Impervious Runoff Depth>2.47"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=0.54 cfs 0.035 af Runoff Area=0.474 ac 80.17% Impervious Runoff Depth>2.08"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=1.31 cfs 0.082 af Runoff Area=0.200 ac 65.00% Impervious Runoff Depth>1.75"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=0.48 cfs 0.029 af Runoff Area=0.570 ac 85.96% Impervious Runoff Depth>2.27"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=1.67 cfs 0.108 af Runoff Area=0.203 ac 78.82% Impervious Runoff Depth>2.08"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=0.57 cfs 0.035 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>2.37"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.31 cfs 0.020 af Runoff Area=0.530 ac 86.79% Impervious Runoff Depth>2.27"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=1.56 cfs 0.100 af Runoff Area=0.125 ac 100.00% Impervious Runoff Depth>2.69"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.37 cfs 0.028 af Runoff Area=0.291 ac 96.22% Impervious Runoff Depth>2.58"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=0.85 cfs 0.062 af Runoff Area=0.429 ac 83.68% Impervious Runoff Depth>2.18"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=1.22 cfs 0.078 af Runoff Area=0.304 ac 78.95% Impervious Runoff Depth>2.08"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=0.84 cfs 0.053 af Runoff Area=0.410 ac 90.24% Impervious Runoff Depth>2.37"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=1.24 cfs 0.081 af Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.480 ac 97.92% Impervious Runoff Depth>2.58"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=1.52 cfs 0.103 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>1.83"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>2.18"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.56 cfs 0.036 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>1.91"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>2.17"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=0.86 cfs 0.059 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>1.59"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=0.58 cfs 0.037 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>1.67"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=0.59 cfs 0.037 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>1.59"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.49 cfs 0.031 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>1.59"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>1.45"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=0.62 cfs 0.038 af Avg. Flow Depth=0.03' Max Vel=3.26 fps Inflow=0.57 cfs 0.045 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.57 cfs 0.045 af Avg. Flow Depth=0.03' Max Vel=3.24 fps Inflow=0.57 cfs 0.035 afReach 16R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.57 cfs 0.035 af Avg. Flow Depth=0.02' Max Vel=2.57 fps Inflow=0.31 cfs 0.020 afReach 17R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.31 cfs 0.020 af Avg. Flow Depth=0.04' Max Vel=4.28 fps Inflow=1.91 cfs 0.128 afReach 18R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=1.91 cfs 0.128 af Avg. Flow Depth=0.06' Max Vel=3.14 fps Inflow=1.24 cfs 0.081 afReach 19R: Area 2B Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=1.24 cfs 0.081 af Avg. Flow Depth=0.05' Max Vel=4.71 fps Inflow=1.52 cfs 0.103 afReach 20R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.52 cfs 0.103 af Avg. Flow Depth=0.43' Max Vel=0.71 fps Inflow=2.74 cfs 0.184 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=2.21 cfs 0.183 af Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.58' Max Vel=0.84 fps Inflow=4.29 cfs 0.331 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=4.03 cfs 0.330 af Avg. Flow Depth=0.61' Max Vel=0.89 fps Inflow=4.96 cfs 0.411 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=4.64 cfs 0.409 af Inflow=19.89 cfs 1.492 afPond 15P: Wetland Area Primary=19.89 cfs 1.492 af Peak Elev=130.25' 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=130.24' Inflow=1.02 cfs 0.064 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.02 cfs 0.064 af Peak Elev=116.39' Inflow=0.97 cfs 0.061 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.97 cfs 0.061 af Peak Elev=126.91' Inflow=2.69 cfs 0.169 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=2.69 cfs 0.169 af Peak Elev=116.39' Inflow=0.62 cfs 0.038 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.62 cfs 0.038 af Peak Elev=125.43' Inflow=0.49 cfs 0.031 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.49 cfs 0.031 af Peak Elev=125.44' Inflow=0.59 cfs 0.037 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.59 cfs 0.037 af Peak Elev=129.27' Inflow=2.02 cfs 0.140 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=2.02 cfs 0.140 af Peak Elev=129.90' Inflow=1.64 cfs 0.112 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.64 cfs 0.112 af Peak Elev=129.83' Inflow=0.58 cfs 0.037 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.58 cfs 0.037 af Peak Elev=126.39' Inflow=5.67 cfs 0.359 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=5.67 cfs 0.359 af Peak Elev=126.75' Inflow=4.00 cfs 0.251 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=4.00 cfs 0.251 af Peak Elev=116.33' Inflow=14.51 cfs 0.951 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=14.51 cfs 0.951 af Peak Elev=125.42' Inflow=12.46 cfs 0.818 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=12.46 cfs 0.818 af Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=129.18' Inflow=5.77 cfs 0.391 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=5.77 cfs 0.391 af Peak Elev=129.81' Inflow=3.76 cfs 0.251 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=3.76 cfs 0.251 af Peak Elev=130.09' Inflow=1.55 cfs 0.102 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.55 cfs 0.102 af Inflow=14.51 cfs 0.951 afPond OTF: OUTFALL Primary=14.51 cfs 0.951 af Peak Elev=130.16' Inflow=1.55 cfs 0.102 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.55 cfs 0.102 af Total Runoff Area = 10.072 ac Runoff Volume = 1.496 af Average Runoff Depth = 1.78" 35.46% Pervious = 3.572 ac 64.54% Impervious = 6.500 ac Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff=1.21 cfs @ 12.08 hrs, Volume=0.085 af, Depth>0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.20298Unconnected pavement, HSG B 1.2106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 1.42673Weighted Average, UI Adjusted CN = 71 1.21084.85% Pervious Area 0.21615.15% Impervious Area 0.20293.52% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.5540.00100.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.02201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3420.02402.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2410.04903.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3430.02302.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1270.03703.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0120.08304.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0140.28608.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0130.07704.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3310Total Summary for Subcatchment 2AS: Area 2A Runoff=0.61 cfs @ 12.11 hrs, Volume=0.047 af, Depth>0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.10098Unconnected pavement, HSG B 0.6446950-75% Grass cover, Fair, HSG B 0.15760Woods, Fair, HSG B 0.90171Weighted Average, UI Adjusted CN = 69 0.80188.90% Pervious Area 0.10011.10% Impervious Area 0.100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.1210.04200.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4150.06700.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8430.09300.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1180.05503.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2320.03102.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6129Total Summary for Subcatchment 2BS: Area 2B Runoff=0.57 cfs @ 12.10 hrs, Volume=0.045 af, Depth>2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.20098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.21097Weighted Average 0.0104.76% Pervious Area 0.20095.24% Impervious Area 0.200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 7.0550.01500.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5630.01602.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5118Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 Runoff=2.69 cfs @ 12.04 hrs, Volume=0.169 af, Depth>2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.53098Paved parking, HSG B 0.2036950-75% Grass cover, Fair, HSG B 0.24098Roofs, HSG B 0.97392Weighted Average 0.20320.86% Pervious Area 0.77079.14% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.3820.01101.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.00401.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3560.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0167Total Summary for Subcatchment 4S: Area 4 Runoff=0.54 cfs @ 12.01 hrs, Volume=0.035 af, Depth>2.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.14598Paved parking, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 0.16996Weighted Average 0.0105.92% Pervious Area 0.15994.08% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.2170.03201.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.290.01600.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4220.01300.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.848Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 Runoff=1.31 cfs @ 12.03 hrs, Volume=0.082 af, Depth>2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.33398Paved parking, HSG B 0.0946950-75% Grass cover, Fair, HSG B 0.04798Roofs, HSG B 0.47492Weighted Average 0.09419.83% Pervious Area 0.38080.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2780.01201.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7800.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9158Total Summary for Subcatchment 6S: Area 6 Runoff=0.48 cfs @ 12.03 hrs, Volume=0.029 af, Depth>1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.20088Weighted Average 0.07035.00% Pervious Area 0.13065.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5810.00800.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1170.01802.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.698Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 Runoff=1.67 cfs @ 12.03 hrs, Volume=0.108 af, Depth>2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.24498Paved parking, HSG B 0.0806950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.57094Weighted Average 0.08014.04% Pervious Area 0.49085.96% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2500.00500.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6820.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8132Total Summary for Subcatchment 8S: Area 8 Runoff=0.57 cfs @ 12.01 hrs, Volume=0.035 af, Depth>2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.11898Unconnected pavement, HSG B 0.0436950-75% Grass cover, Fair, HSG B 0.04298Roofs, HSG B 0.20392Weighted Average 0.04321.18% Pervious Area 0.16078.82% Impervious Area 0.11873.75% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9630.01901.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1120.03303.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.075Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A Runoff=0.31 cfs @ 12.01 hrs, Volume=0.020 af, Depth>2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.05098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.04098Roofs, HSG B 0.10095Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area 0.05055.56% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1230.02002.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.873Total Summary for Subcatchment 9BS: Area 9B Runoff=1.56 cfs @ 12.03 hrs, Volume=0.100 af, Depth>2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.21498Unconnected pavement, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.53094Weighted Average 0.07013.21% Pervious Area 0.46086.79% Impervious Area 0.21446.52% Unconnected Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4490.06101.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.71150.01702.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1250.03003.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0250Total Summary for Subcatchment 10S: Area 10 Runoff=0.37 cfs @ 12.07 hrs, Volume=0.028 af, Depth>2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.12598Roofs, HSG B 0.125100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof area Summary for Subcatchment 11S: Area 11 Runoff=0.85 cfs @ 12.07 hrs, Volume=0.062 af, Depth>2.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.28098Roofs, HSG B 0.0116950-75% Grass cover, Fair, HSG B 0.29197Weighted Average 0.0113.78% Pervious Area 0.28096.22% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 Runoff=1.22 cfs @ 12.03 hrs, Volume=0.078 af, Depth>2.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.27798Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.08298Roofs, HSG B 0.42993Weighted Average 0.07016.32% Pervious Area 0.35983.68% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9640.01601.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2140.07701.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1210.04804.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2490.06105.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1270.03703.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2410.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7216Total Summary for Subcatchment 13S: Area 13 Runoff=0.84 cfs @ 12.02 hrs, Volume=0.053 af, Depth>2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.21698Paved parking, HSG B 0.0646950-75% Grass cover, Fair, HSG B 0.02498Roofs, HSG B 0.30492Weighted Average 0.06421.05% Pervious Area 0.24078.95% Impervious Area Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2200.05001.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2150.03801.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4960.03603.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1320.03103.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4198Total Summary for Subcatchment 14AS: Area 14A Runoff=1.24 cfs @ 12.04 hrs, Volume=0.081 af, Depth>2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.29598Unconnected pavement, HSG B 0.0406950-75% Grass cover, Fair, HSG B 0.07598Roofs, HSG B 0.41095Weighted Average 0.0409.76% Pervious Area 0.37090.24% Impervious Area 0.29579.73% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4310.03201.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3240.04201.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5680.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100.08705.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2244Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B Runoff=1.52 cfs @ 12.02 hrs, Volume=0.103 af, Depth>2.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.47098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.48097Weighted Average 0.0102.08% Pervious Area 0.47097.92% Impervious Area 0.470100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1730.01401.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5139Total Summary for Subcatchment 15S: Area 15 Runoff=0.46 cfs @ 12.04 hrs, Volume=0.028 af, Depth>1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 Runoff=0.56 cfs @ 12.05 hrs, Volume=0.036 af, Depth>2.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Summary for Subcatchment 17S: Area 17 Runoff=0.56 cfs @ 12.08 hrs, Volume=0.038 af, Depth>1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 Runoff=0.86 cfs @ 12.07 hrs, Volume=0.059 af, Depth>2.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Summary for Subcatchment 19S: Area 19 Runoff=0.58 cfs @ 12.07 hrs, Volume=0.037 af, Depth>1.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 Runoff=0.59 cfs @ 12.06 hrs, Volume=0.037 af, Depth>1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Summary for Subcatchment 21S: Area 21 Runoff=0.49 cfs @ 12.06 hrs, Volume=0.031 af, Depth>1.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 Runoff=0.51 cfs @ 12.06 hrs, Volume=0.032 af, Depth>1.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Summary for Subcatchment 23S: Area 23 Runoff=0.62 cfs @ 12.06 hrs, Volume=0.038 af, Depth>1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.05" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area =0.210 ac,95.24% Impervious, Inflow Depth > 2.57" for 2-yr event Inflow=0.57 cfs @ 12.10 hrs, Volume=0.045 af Outflow=0.57 cfs @ 12.10 hrs, Volume=0.045 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.26 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.10 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Summary for Reach 16R: Area 2B Swale Inflow Area =0.203 ac,78.82% Impervious, Inflow Depth > 2.08" for 2-yr event Inflow=0.57 cfs @ 12.01 hrs, Volume=0.035 af Outflow=0.57 cfs @ 12.02 hrs, Volume=0.035 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.24 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.02 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 2B Swale Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 2.37" for 2-yr event Inflow=0.31 cfs @ 12.01 hrs, Volume=0.020 af Outflow=0.31 cfs @ 12.01 hrs, Volume=0.020 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.57 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.39 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 12.01 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Summary for Reach 18R: Area 2B Swale Inflow Area =0.655 ac,89.31% Impervious, Inflow Depth > 2.35" for 2-yr event Inflow=1.91 cfs @ 12.04 hrs, Volume=0.128 af Outflow=1.91 cfs @ 12.04 hrs, Volume=0.128 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.28 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.04 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 2B Swale Inflow Area =0.410 ac,90.24% Impervious, Inflow Depth > 2.37" for 2-yr event Inflow=1.24 cfs @ 12.04 hrs, Volume=0.081 af Outflow=1.24 cfs @ 12.04 hrs, Volume=0.081 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.14 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 0.2 min Peak Storage= 5 cf @ 12.04 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Summary for Reach 20R: Area 2B Swale Inflow Area =0.480 ac,97.92% Impervious, Inflow Depth > 2.58" for 2-yr event Inflow=1.52 cfs @ 12.02 hrs, Volume=0.103 af Outflow=1.52 cfs @ 12.02 hrs, Volume=0.103 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.71 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.02 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.890 ac,94.38% Impervious, Inflow Depth > 2.48" for 2-yr event Inflow=2.74 cfs @ 12.03 hrs, Volume=0.184 af Outflow=2.21 cfs @ 12.08 hrs, Volume=0.183 af, Atten= 19%, Lag= 3.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.71 fps, Min. Travel Time= 5.9 min Avg. Velocity = 0.26 fps, Avg. Travel Time= 15.9 min Peak Storage= 777 cf @ 12.08 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =1.645 ac,92.10% Impervious, Inflow Depth > 2.42" for 2-yr event Inflow=4.29 cfs @ 12.05 hrs, Volume=0.331 af Outflow=4.03 cfs @ 12.09 hrs, Volume=0.330 af, Atten= 6%, Lag= 2.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.84 fps, Min. Travel Time= 2.6 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 7.4 min Peak Storage= 621 cf @ 12.09 hrs Average Depth at Peak Storage= 0.58' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 23R: Bordering Veg Swale Inflow Area =2.058 ac,91.11% Impervious, Inflow Depth > 2.39" for 2-yr event Inflow=4.96 cfs @ 12.08 hrs, Volume=0.411 af Outflow=4.64 cfs @ 12.12 hrs, Volume=0.409 af, Atten= 6%, Lag= 2.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.89 fps, Min. Travel Time= 3.8 min Avg. Velocity = 0.32 fps, Avg. Travel Time= 10.6 min Peak Storage= 1,042 cf @ 12.12 hrs Average Depth at Peak Storage= 0.61' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond 15P: Wetland Area Inflow Area =10.072 ac,64.54% Impervious, Inflow Depth > 1.78" for 2-yr event Inflow=19.89 cfs @ 12.05 hrs, Volume=1.492 af Primary=19.89 cfs @ 12.05 hrs, Volume=1.492 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 1.83" for 2-yr 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= 130.25' @ 12.33 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.29 cfs @ 12.04 hrs HW=121.69' TW=121.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.29 cfs @ 1.04 fps) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 2.01" for 2-yr event Inflow=1.02 cfs @ 12.04 hrs, Volume=0.064 af Outflow=1.02 cfs @ 12.04 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.0 min Primary=1.02 cfs @ 12.04 hrs, Volume=0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.24' @ 12.28 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=1.00 cfs @ 12.04 hrs HW=121.63' TW=120.74' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.00 cfs @ 3.45 fps) Summary for Pond CB1: CB1 Inflow Area =0.438 ac,61.42% Impervious, Inflow Depth > 1.66" for 2-yr event Inflow=0.97 cfs @ 12.04 hrs, Volume=0.061 af Outflow=0.97 cfs @ 12.04 hrs, Volume=0.061 af, Atten= 0%, Lag= 0.0 min Primary=0.97 cfs @ 12.04 hrs, Volume=0.061 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.39' @ 12.10 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.00 cfs @ 12.04 hrs HW=115.36' TW=116.22' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 Inflow Area =0.973 ac,79.14% Impervious, Inflow Depth > 2.08" for 2-yr event Inflow=2.69 cfs @ 12.04 hrs, Volume=0.169 af Outflow=2.69 cfs @ 12.04 hrs, Volume=0.169 af, Atten= 0%, Lag= 0.0 min Primary=2.69 cfs @ 12.04 hrs, Volume=0.169 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.91' @ 12.19 hrs Flood Elev= 119.81' DeviceRouting InvertOutlet Devices #1Primary117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=119.25' TW=120.26' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB2: CB2 Inflow Area =0.318 ac,50.31% Impervious, Inflow Depth > 1.45" for 2-yr event Inflow=0.62 cfs @ 12.06 hrs, Volume=0.038 af Outflow=0.62 cfs @ 12.06 hrs, Volume=0.038 af, Atten= 0%, Lag= 0.0 min Primary=0.62 cfs @ 12.06 hrs, Volume=0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.39' @ 12.10 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=0.00 cfs @ 12.06 hrs HW=115.60' TW=116.08' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 1.59" for 2-yr event Inflow=0.49 cfs @ 12.06 hrs, Volume=0.031 af Outflow=0.49 cfs @ 12.06 hrs, Volume=0.031 af, Atten= 0%, Lag= 0.0 min Primary=0.49 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 Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 125.43' @ 12.10 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=122.71' TW=124.94' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 1.67" for 2-yr event Inflow=0.59 cfs @ 12.06 hrs, Volume=0.037 af Outflow=0.59 cfs @ 12.06 hrs, Volume=0.037 af, Atten= 0%, Lag= 0.0 min Primary=0.59 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= 125.44' @ 12.10 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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 @ 12.06 hrs HW=122.63' TW=125.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB5: CB5 Inflow Area =0.720 ac,88.75% Impervious, Inflow Depth > 2.34" for 2-yr event Inflow=2.02 cfs @ 12.04 hrs, Volume=0.140 af Outflow=2.02 cfs @ 12.04 hrs, Volume=0.140 af, Atten= 0%, Lag= 0.0 min Primary=2.02 cfs @ 12.04 hrs, Volume=0.140 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.27' @ 12.14 hrs Flood Elev= 120.13' DeviceRouting InvertOutlet Devices #1Primary117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=121.13' TW=126.76' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.628 ac,81.21% Impervious, Inflow Depth > 2.13" for 2-yr event Inflow=1.64 cfs @ 12.05 hrs, Volume=0.112 af Outflow=1.64 cfs @ 12.05 hrs, Volume=0.112 af, Atten= 0%, Lag= 0.0 min Primary=1.64 cfs @ 12.05 hrs, Volume=0.112 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.90' @ 12.18 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 @ 12.05 hrs HW=119.84' TW=122.39' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 1.59" for 2-yr event Inflow=0.58 cfs @ 12.07 hrs, Volume=0.037 af Outflow=0.58 cfs @ 12.07 hrs, Volume=0.037 af, Atten= 0%, Lag= 0.0 min Primary=0.58 cfs @ 12.07 hrs, Volume=0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.83' @ 12.18 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 @ 12.07 hrs HW=120.56' TW=124.54' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 Inflow Area =2.017 ac,81.31% Impervious, Inflow Depth > 2.14" for 2-yr event Inflow=5.67 cfs @ 12.03 hrs, Volume=0.359 af Outflow=5.67 cfs @ 12.03 hrs, Volume=0.359 af, Atten= 0%, Lag= 0.0 min Primary=5.67 cfs @ 12.03 hrs, Volume=0.359 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.39' @ 12.09 hrs Flood Elev= 119.91' DeviceRouting InvertOutlet Devices #1Primary115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=122.60' TW=124.36' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: CB9 Inflow Area =1.447 ac,79.47% Impervious, Inflow Depth > 2.08" for 2-yr event Inflow=4.00 cfs @ 12.03 hrs, Volume=0.251 af Outflow=4.00 cfs @ 12.03 hrs, Volume=0.251 af, Atten= 0%, Lag= 0.0 min Primary=4.00 cfs @ 12.03 hrs, Volume=0.251 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.75' @ 12.14 hrs Flood Elev= 119.99' DeviceRouting InvertOutlet Devices #1Primary116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=120.23' TW=122.71' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH1: DMH1 Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 2.01" for 2-yr event Inflow=14.51 cfs @ 12.04 hrs, Volume=0.951 af Outflow=14.51 cfs @ 12.04 hrs, Volume=0.951 af, Atten= 0%, Lag= 0.0 min Primary=14.51 cfs @ 12.04 hrs, Volume=0.951 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.33' @ 12.05 hrs Flood Elev= 118.44' DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=14.28 cfs @ 12.04 hrs HW=116.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 14.28 cfs @ 8.08 fps) Summary for Pond DMH2: DMH2 Inflow Area =4.762 ac,78.14% Impervious, Inflow Depth > 2.06" for 2-yr event Inflow=12.46 cfs @ 12.04 hrs, Volume=0.818 af Outflow=12.46 cfs @ 12.04 hrs, Volume=0.818 af, Atten= 0%, Lag= 0.0 min Primary=12.46 cfs @ 12.04 hrs, Volume=0.818 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.42' @ 12.05 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=11.58 cfs @ 12.04 hrs HW=124.95' TW=116.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.58 cfs @ 9.43 fps) Summary for Pond DMH3: DMH3 Inflow Area =2.250 ac,79.11% Impervious, Inflow Depth > 2.09" for 2-yr event Inflow=5.77 cfs @ 12.05 hrs, Volume=0.391 af Outflow=5.77 cfs @ 12.05 hrs, Volume=0.391 af, Atten= 0%, Lag= 0.0 min Primary=5.77 cfs @ 12.05 hrs, Volume=0.391 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.18' @ 12.09 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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 Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=3.57 cfs @ 12.05 hrs HW=127.38' TW=125.40' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.57 cfs @ 4.54 fps) Summary for Pond DMH4: DMH4 Inflow Area =1.530 ac,74.58% Impervious, Inflow Depth > 1.97" for 2-yr event Inflow=3.76 cfs @ 12.05 hrs, Volume=0.251 af Outflow=3.76 cfs @ 12.05 hrs, Volume=0.251 af, Atten= 0%, Lag= 0.0 min Primary=3.76 cfs @ 12.05 hrs, Volume=0.251 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.81' @ 12.13 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=0.00 cfs @ 12.05 hrs HW=122.95' TW=127.49' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 1.97" for 2-yr event Inflow=1.55 cfs @ 12.05 hrs, Volume=0.102 af Outflow=1.55 cfs @ 12.05 hrs, Volume=0.102 af, Atten= 0%, Lag= 0.0 min Primary=1.55 cfs @ 12.05 hrs, Volume=0.102 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.09' @ 12.18 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=120.38' TW=123.03' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.05"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond OTF: OUTFALL Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 2.01" for 2-yr event Inflow=14.51 cfs @ 12.04 hrs, Volume=0.951 af Primary=14.51 cfs @ 12.04 hrs, Volume=0.951 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 1.97" for 2-yr event Inflow=1.55 cfs @ 12.05 hrs, Volume=0.102 af Outflow=1.55 cfs @ 12.05 hrs, Volume=0.102 af, Atten= 0%, Lag= 0.0 min Primary=1.55 cfs @ 12.05 hrs, Volume=0.102 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.16' @ 12.23 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=1.07 cfs @ 12.05 hrs HW=120.75' TW=120.38' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.07 cfs @ 2.95 fps) Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 33HydroCAD® 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=1.426 ac 15.15% Impervious Runoff Depth>1.57"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=71 Runoff=2.87 cfs 0.186 af Runoff Area=0.901 ac 11.10% Impervious Runoff Depth>1.43"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=69 Runoff=1.53 cfs 0.107 af Runoff Area=0.210 ac 95.24% Impervious Runoff Depth>3.89"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=0.85 cfs 0.068 af Runoff Area=0.973 ac 79.14% Impervious Runoff Depth>3.36"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=4.21 cfs 0.272 af Runoff Area=0.169 ac 94.08% Impervious Runoff Depth>3.79"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=0.81 cfs 0.053 af Runoff Area=0.474 ac 80.17% Impervious Runoff Depth>3.36"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=2.05 cfs 0.133 af Runoff Area=0.200 ac 65.00% Impervious Runoff Depth>2.96"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=0.79 cfs 0.049 af Runoff Area=0.570 ac 85.96% Impervious Runoff Depth>3.57"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=2.55 cfs 0.170 af Runoff Area=0.203 ac 78.82% Impervious Runoff Depth>3.36"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=0.90 cfs 0.057 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>3.68"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.47 cfs 0.031 af Runoff Area=0.530 ac 86.79% Impervious Runoff Depth>3.57"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=2.38 cfs 0.158 af Runoff Area=0.125 ac 100.00% Impervious Runoff Depth>4.01"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.55 cfs 0.042 af Runoff Area=0.291 ac 96.22% Impervious Runoff Depth>3.90"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=1.26 cfs 0.094 af Runoff Area=0.429 ac 83.68% Impervious Runoff Depth>3.46"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=1.89 cfs 0.124 af Runoff Area=0.304 ac 78.95% Impervious Runoff Depth>3.36"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=1.32 cfs 0.085 af Runoff Area=0.410 ac 90.24% Impervious Runoff Depth>3.68"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=1.87 cfs 0.126 af Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.480 ac 97.92% Impervious Runoff Depth>3.90"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=2.25 cfs 0.156 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>3.06"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.75 cfs 0.047 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>3.46"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.87 cfs 0.057 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>3.15"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.90 cfs 0.062 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>3.46"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.33 cfs 0.093 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>2.77"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.00 cfs 0.065 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>2.86"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.00 cfs 0.063 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>2.77"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.84 cfs 0.053 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>2.77"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.87 cfs 0.055 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>2.59"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.09 cfs 0.069 af Avg. Flow Depth=0.04' Max Vel=3.80 fps Inflow=0.85 cfs 0.068 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.85 cfs 0.068 af Avg. Flow Depth=0.04' Max Vel=3.86 fps Inflow=0.90 cfs 0.057 afReach 16R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.90 cfs 0.057 af Avg. Flow Depth=0.03' Max Vel=3.00 fps Inflow=0.47 cfs 0.031 afReach 17R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.47 cfs 0.031 af Avg. Flow Depth=0.06' Max Vel=5.03 fps Inflow=2.89 cfs 0.199 afReach 18R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=2.89 cfs 0.199 af Avg. Flow Depth=0.08' Max Vel=3.69 fps Inflow=1.87 cfs 0.126 afReach 19R: Area 2B Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=1.87 cfs 0.126 af Avg. Flow Depth=0.07' Max Vel=5.49 fps Inflow=2.25 cfs 0.156 afReach 20R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=2.25 cfs 0.156 af Avg. Flow Depth=0.53' Max Vel=0.81 fps Inflow=4.09 cfs 0.282 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=3.39 cfs 0.280 af Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.71' Max Vel=0.96 fps Inflow=6.57 cfs 0.510 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=6.21 cfs 0.509 af Avg. Flow Depth=0.75' Max Vel=1.02 fps Inflow=7.68 cfs 0.634 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=7.25 cfs 0.632 af Inflow=33.11 cfs 2.471 afPond 15P: Wetland Area Primary=33.11 cfs 2.471 af Peak Elev=158.03' Inflow=0.75 cfs 0.047 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.75 cfs 0.047 af Peak Elev=158.00' Inflow=1.62 cfs 0.105 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.62 cfs 0.105 af Peak Elev=126.06' Inflow=1.63 cfs 0.104 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.63 cfs 0.104 af Peak Elev=150.34' Inflow=4.21 cfs 0.272 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=4.21 cfs 0.272 af Peak Elev=126.06' Inflow=1.09 cfs 0.069 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.09 cfs 0.069 af Peak Elev=147.28' Inflow=0.84 cfs 0.053 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.84 cfs 0.053 af Peak Elev=147.30' Inflow=1.00 cfs 0.063 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.00 cfs 0.063 af Peak Elev=155.86' Inflow=3.06 cfs 0.218 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=3.06 cfs 0.218 af Peak Elev=157.22' Inflow=2.55 cfs 0.179 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.55 cfs 0.179 af Peak Elev=157.08' Inflow=1.00 cfs 0.065 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.00 cfs 0.065 af Peak Elev=149.24' Inflow=8.81 cfs 0.574 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=8.81 cfs 0.574 af Peak Elev=149.99' Inflow=6.26 cfs 0.405 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=6.26 cfs 0.405 af Peak Elev=125.88' Inflow=23.01 cfs 1.546 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=23.01 cfs 1.546 af Peak Elev=147.24' Inflow=19.59 cfs 1.319 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=19.59 cfs 1.319 af Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=155.68' Inflow=9.05 cfs 0.628 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=9.05 cfs 0.628 af Peak Elev=157.05' Inflow=6.00 cfs 0.410 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=6.00 cfs 0.410 af Peak Elev=157.66' Inflow=2.48 cfs 0.167 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.48 cfs 0.167 af Inflow=23.01 cfs 1.546 afPond OTF: OUTFALL Primary=23.01 cfs 1.546 af Peak Elev=157.83' Inflow=2.48 cfs 0.167 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.48 cfs 0.167 af Total Runoff Area = 10.072 ac Runoff Volume = 2.475 af Average Runoff Depth = 2.95" 35.46% Pervious = 3.572 ac 64.54% Impervious = 6.500 ac Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff=2.87 cfs @ 12.07 hrs, Volume=0.186 af, Depth>1.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.20298Unconnected pavement, HSG B 1.2106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 1.42673Weighted Average, UI Adjusted CN = 71 1.21084.85% Pervious Area 0.21615.15% Impervious Area 0.20293.52% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.5540.00100.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.02201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3420.02402.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2410.04903.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3430.02302.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1270.03703.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0120.08304.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0140.28608.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0130.07704.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3310Total Summary for Subcatchment 2AS: Area 2A Runoff=1.53 cfs @ 12.11 hrs, Volume=0.107 af, Depth>1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.10098Unconnected pavement, HSG B 0.6446950-75% Grass cover, Fair, HSG B 0.15760Woods, Fair, HSG B 0.90171Weighted Average, UI Adjusted CN = 69 0.80188.90% Pervious Area 0.10011.10% Impervious Area 0.100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.1210.04200.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4150.06700.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8430.09300.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1180.05503.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2320.03102.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6129Total Summary for Subcatchment 2BS: Area 2B Runoff=0.85 cfs @ 12.10 hrs, Volume=0.068 af, Depth>3.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.20098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.21097Weighted Average 0.0104.76% Pervious Area 0.20095.24% Impervious Area 0.200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 7.0550.01500.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5630.01602.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5118Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 Runoff=4.21 cfs @ 12.03 hrs, Volume=0.272 af, Depth>3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.53098Paved parking, HSG B 0.2036950-75% Grass cover, Fair, HSG B 0.24098Roofs, HSG B 0.97392Weighted Average 0.20320.86% Pervious Area 0.77079.14% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.3820.01101.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.00401.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3560.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0167Total Summary for Subcatchment 4S: Area 4 Runoff=0.81 cfs @ 12.01 hrs, Volume=0.053 af, Depth>3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.14598Paved parking, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 0.16996Weighted Average 0.0105.92% Pervious Area 0.15994.08% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.2170.03201.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.290.01600.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4220.01300.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.848Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 Runoff=2.05 cfs @ 12.03 hrs, Volume=0.133 af, Depth>3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.33398Paved parking, HSG B 0.0946950-75% Grass cover, Fair, HSG B 0.04798Roofs, HSG B 0.47492Weighted Average 0.09419.83% Pervious Area 0.38080.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2780.01201.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7800.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9158Total Summary for Subcatchment 6S: Area 6 Runoff=0.79 cfs @ 12.03 hrs, Volume=0.049 af, Depth>2.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.20088Weighted Average 0.07035.00% Pervious Area 0.13065.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5810.00800.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1170.01802.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.698Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 Runoff=2.55 cfs @ 12.03 hrs, Volume=0.170 af, Depth>3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.24498Paved parking, HSG B 0.0806950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.57094Weighted Average 0.08014.04% Pervious Area 0.49085.96% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2500.00500.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6820.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8132Total Summary for Subcatchment 8S: Area 8 Runoff=0.90 cfs @ 12.01 hrs, Volume=0.057 af, Depth>3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.11898Unconnected pavement, HSG B 0.0436950-75% Grass cover, Fair, HSG B 0.04298Roofs, HSG B 0.20392Weighted Average 0.04321.18% Pervious Area 0.16078.82% Impervious Area 0.11873.75% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9630.01901.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1120.03303.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.075Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A Runoff=0.47 cfs @ 12.01 hrs, Volume=0.031 af, Depth>3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.05098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.04098Roofs, HSG B 0.10095Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area 0.05055.56% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1230.02002.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.873Total Summary for Subcatchment 9BS: Area 9B Runoff=2.38 cfs @ 12.03 hrs, Volume=0.158 af, Depth>3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.21498Unconnected pavement, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.53094Weighted Average 0.07013.21% Pervious Area 0.46086.79% Impervious Area 0.21446.52% Unconnected Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4490.06101.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.71150.01702.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1250.03003.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0250Total Summary for Subcatchment 10S: Area 10 Runoff=0.55 cfs @ 12.07 hrs, Volume=0.042 af, Depth>4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.12598Roofs, HSG B 0.125100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof area Summary for Subcatchment 11S: Area 11 Runoff=1.26 cfs @ 12.07 hrs, Volume=0.094 af, Depth>3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.28098Roofs, HSG B 0.0116950-75% Grass cover, Fair, HSG B 0.29197Weighted Average 0.0113.78% Pervious Area 0.28096.22% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 Runoff=1.89 cfs @ 12.03 hrs, Volume=0.124 af, Depth>3.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.27798Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.08298Roofs, HSG B 0.42993Weighted Average 0.07016.32% Pervious Area 0.35983.68% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9640.01601.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2140.07701.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1210.04804.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2490.06105.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1270.03703.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2410.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7216Total Summary for Subcatchment 13S: Area 13 Runoff=1.32 cfs @ 12.02 hrs, Volume=0.085 af, Depth>3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.21698Paved parking, HSG B 0.0646950-75% Grass cover, Fair, HSG B 0.02498Roofs, HSG B 0.30492Weighted Average 0.06421.05% Pervious Area 0.24078.95% Impervious Area Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2200.05001.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2150.03801.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4960.03603.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1320.03103.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4198Total Summary for Subcatchment 14AS: Area 14A Runoff=1.87 cfs @ 12.04 hrs, Volume=0.126 af, Depth>3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.29598Unconnected pavement, HSG B 0.0406950-75% Grass cover, Fair, HSG B 0.07598Roofs, HSG B 0.41095Weighted Average 0.0409.76% Pervious Area 0.37090.24% Impervious Area 0.29579.73% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4310.03201.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3240.04201.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5680.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100.08705.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2244Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B Runoff=2.25 cfs @ 12.02 hrs, Volume=0.156 af, Depth>3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.47098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.48097Weighted Average 0.0102.08% Pervious Area 0.47097.92% Impervious Area 0.470100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1730.01401.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5139Total Summary for Subcatchment 15S: Area 15 Runoff=0.75 cfs @ 12.04 hrs, Volume=0.047 af, Depth>3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 Runoff=0.87 cfs @ 12.05 hrs, Volume=0.057 af, Depth>3.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Summary for Subcatchment 17S: Area 17 Runoff=0.90 cfs @ 12.08 hrs, Volume=0.062 af, Depth>3.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 Runoff=1.33 cfs @ 12.07 hrs, Volume=0.093 af, Depth>3.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Summary for Subcatchment 19S: Area 19 Runoff=1.00 cfs @ 12.06 hrs, Volume=0.065 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 Runoff=1.00 cfs @ 12.05 hrs, Volume=0.063 af, Depth>2.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Summary for Subcatchment 21S: Area 21 Runoff=0.84 cfs @ 12.06 hrs, Volume=0.053 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 Runoff=0.87 cfs @ 12.06 hrs, Volume=0.055 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Summary for Subcatchment 23S: Area 23 Runoff=1.09 cfs @ 12.06 hrs, Volume=0.069 af, Depth>2.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.44" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area =0.210 ac,95.24% Impervious, Inflow Depth > 3.89" for 10-yr event Inflow=0.85 cfs @ 12.10 hrs, Volume=0.068 af Outflow=0.85 cfs @ 12.10 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.80 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.10 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Summary for Reach 16R: Area 2B Swale Inflow Area =0.203 ac,78.82% Impervious, Inflow Depth > 3.36" for 10-yr event Inflow=0.90 cfs @ 12.01 hrs, Volume=0.057 af Outflow=0.90 cfs @ 12.01 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.86 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 2B Swale Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 3.68" for 10-yr event Inflow=0.47 cfs @ 12.01 hrs, Volume=0.031 af Outflow=0.47 cfs @ 12.01 hrs, Volume=0.031 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.00 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.01 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Summary for Reach 18R: Area 2B Swale Inflow Area =0.655 ac,89.31% Impervious, Inflow Depth > 3.65" for 10-yr event Inflow=2.89 cfs @ 12.04 hrs, Volume=0.199 af Outflow=2.89 cfs @ 12.04 hrs, Volume=0.199 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.03 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 7 cf @ 12.04 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 2B Swale Inflow Area =0.410 ac,90.24% Impervious, Inflow Depth > 3.68" for 10-yr event Inflow=1.87 cfs @ 12.04 hrs, Volume=0.126 af Outflow=1.87 cfs @ 12.04 hrs, Volume=0.126 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.69 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 0.2 min Peak Storage= 6 cf @ 12.04 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Summary for Reach 20R: Area 2B Swale Inflow Area =0.480 ac,97.92% Impervious, Inflow Depth > 3.90" for 10-yr event Inflow=2.25 cfs @ 12.02 hrs, Volume=0.156 af Outflow=2.25 cfs @ 12.02 hrs, Volume=0.156 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.49 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.02 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.890 ac,94.38% Impervious, Inflow Depth > 3.80" for 10-yr event Inflow=4.09 cfs @ 12.03 hrs, Volume=0.282 af Outflow=3.39 cfs @ 12.08 hrs, Volume=0.280 af, Atten= 17%, Lag= 2.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.81 fps, Min. Travel Time= 5.2 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 14.4 min Peak Storage= 1,045 cf @ 12.08 hrs Average Depth at Peak Storage= 0.53' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =1.645 ac,92.10% Impervious, Inflow Depth > 3.72" for 10-yr event Inflow=6.57 cfs @ 12.05 hrs, Volume=0.510 af Outflow=6.21 cfs @ 12.08 hrs, Volume=0.509 af, Atten= 6%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.96 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.33 fps, Avg. Travel Time= 6.6 min Peak Storage= 839 cf @ 12.08 hrs Average Depth at Peak Storage= 0.71' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 23R: Bordering Veg Swale Inflow Area =2.058 ac,91.11% Impervious, Inflow Depth > 3.70" for 10-yr event Inflow=7.68 cfs @ 12.07 hrs, Volume=0.634 af Outflow=7.25 cfs @ 12.11 hrs, Volume=0.632 af, Atten= 6%, Lag= 2.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.02 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 9.4 min Peak Storage= 1,418 cf @ 12.11 hrs Average Depth at Peak Storage= 0.75' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond 15P: Wetland Area Inflow Area =10.072 ac,64.54% Impervious, Inflow Depth > 2.94" for 10-yr event Inflow=33.11 cfs @ 12.05 hrs, Volume=2.471 af Primary=33.11 cfs @ 12.05 hrs, Volume=2.471 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 3.06" for 10-yr event Inflow=0.75 cfs @ 12.04 hrs, Volume=0.047 af Outflow=0.75 cfs @ 12.04 hrs, Volume=0.047 af, Atten= 0%, Lag= 0.0 min Primary=0.75 cfs @ 12.04 hrs, Volume=0.047 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 158.03' @ 12.34 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.36' TW=122.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 3.27" for 10-yr event Inflow=1.62 cfs @ 12.04 hrs, Volume=0.105 af Outflow=1.62 cfs @ 12.04 hrs, Volume=0.105 af, Atten= 0%, Lag= 0.0 min Primary=1.62 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= 158.00' @ 12.29 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=122.54' TW=123.37' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB1: CB1 Inflow Area =0.438 ac,61.42% Impervious, Inflow Depth > 2.86" for 10-yr event Inflow=1.63 cfs @ 12.04 hrs, Volume=0.104 af Outflow=1.63 cfs @ 12.04 hrs, Volume=0.104 af, Atten= 0%, Lag= 0.0 min Primary=1.63 cfs @ 12.04 hrs, Volume=0.104 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.06' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.00 cfs @ 12.04 hrs HW=121.54' TW=125.29' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 Inflow Area =0.973 ac,79.14% Impervious, Inflow Depth > 3.36" for 10-yr event Inflow=4.21 cfs @ 12.03 hrs, Volume=0.272 af Outflow=4.21 cfs @ 12.03 hrs, Volume=0.272 af, Atten= 0%, Lag= 0.0 min Primary=4.21 cfs @ 12.03 hrs, Volume=0.272 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.34' @ 12.20 hrs Flood Elev= 119.81' DeviceRouting InvertOutlet Devices #1Primary117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=124.54' TW=128.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB2: CB2 Inflow Area =0.318 ac,50.31% Impervious, Inflow Depth > 2.59" for 10-yr event Inflow=1.09 cfs @ 12.06 hrs, Volume=0.069 af Outflow=1.09 cfs @ 12.06 hrs, Volume=0.069 af, Atten= 0%, Lag= 0.0 min Primary=1.09 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= 126.06' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=0.00 cfs @ 12.06 hrs HW=122.93' TW=124.77' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 2.77" for 10-yr event Inflow=0.84 cfs @ 12.06 hrs, Volume=0.053 af Outflow=0.84 cfs @ 12.06 hrs, Volume=0.053 af, Atten= 0%, Lag= 0.0 min Primary=0.84 cfs @ 12.06 hrs, Volume=0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 147.28' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=136.02' TW=146.24' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 2.86" for 10-yr event Inflow=1.00 cfs @ 12.05 hrs, Volume=0.063 af Outflow=1.00 cfs @ 12.05 hrs, Volume=0.063 af, Atten= 0%, Lag= 0.0 min Primary=1.00 cfs @ 12.05 hrs, Volume=0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.30' @ 12.11 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=135.70' TW=146.44' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB5: CB5 Inflow Area =0.720 ac,88.75% Impervious, Inflow Depth > 3.64" for 10-yr event Inflow=3.06 cfs @ 12.04 hrs, Volume=0.218 af Outflow=3.06 cfs @ 12.04 hrs, Volume=0.218 af, Atten= 0%, Lag= 0.0 min Primary=3.06 cfs @ 12.04 hrs, Volume=0.218 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.86' @ 12.15 hrs Flood Elev= 120.13' DeviceRouting InvertOutlet Devices #1Primary117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=130.90' TW=145.29' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.628 ac,81.21% Impervious, Inflow Depth > 3.41" for 10-yr event Inflow=2.55 cfs @ 12.05 hrs, Volume=0.179 af Outflow=2.55 cfs @ 12.05 hrs, Volume=0.179 af, Atten= 0%, Lag= 0.0 min Primary=2.55 cfs @ 12.05 hrs, Volume=0.179 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.22' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 @ 12.05 hrs HW=125.40' TW=134.20' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 2.77" for 10-yr event Inflow=1.00 cfs @ 12.06 hrs, Volume=0.065 af Outflow=1.00 cfs @ 12.06 hrs, Volume=0.065 af, Atten= 0%, Lag= 0.0 min Primary=1.00 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= 157.08' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=128.03' TW=139.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 Inflow Area =2.017 ac,81.31% Impervious, Inflow Depth > 3.42" for 10-yr event Inflow=8.81 cfs @ 12.03 hrs, Volume=0.574 af Outflow=8.81 cfs @ 12.03 hrs, Volume=0.574 af, Atten= 0%, Lag= 0.0 min Primary=8.81 cfs @ 12.03 hrs, Volume=0.574 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.24' @ 12.10 hrs Flood Elev= 119.91' DeviceRouting InvertOutlet Devices #1Primary115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=134.87' TW=142.63' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: CB9 Inflow Area =1.447 ac,79.47% Impervious, Inflow Depth > 3.36" for 10-yr event Inflow=6.26 cfs @ 12.03 hrs, Volume=0.405 af Outflow=6.26 cfs @ 12.03 hrs, Volume=0.405 af, Atten= 0%, Lag= 0.0 min Primary=6.26 cfs @ 12.03 hrs, Volume=0.405 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.99' @ 12.15 hrs Flood Elev= 119.99' DeviceRouting InvertOutlet Devices #1Primary116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=128.22' TW=135.14' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH1: DMH1 Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 3.26" for 10-yr event Inflow=23.01 cfs @ 12.04 hrs, Volume=1.546 af Outflow=23.01 cfs @ 12.04 hrs, Volume=1.546 af, Atten= 0%, Lag= 0.0 min Primary=23.01 cfs @ 12.04 hrs, Volume=1.546 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 125.88' @ 12.04 hrs Flood Elev= 118.44' DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=22.47 cfs @ 12.04 hrs HW=125.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 22.47 cfs @ 12.71 fps) Summary for Pond DMH2: DMH2 Inflow Area =4.762 ac,78.14% Impervious, Inflow Depth > 3.32" for 10-yr event Inflow=19.59 cfs @ 12.04 hrs, Volume=1.319 af Outflow=19.59 cfs @ 12.04 hrs, Volume=1.319 af, Atten= 0%, Lag= 0.0 min Primary=19.59 cfs @ 12.04 hrs, Volume=1.319 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.24' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=17.41 cfs @ 12.04 hrs HW=145.01' TW=125.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 17.41 cfs @ 14.19 fps) Summary for Pond DMH3: DMH3 Inflow Area =2.250 ac,79.11% Impervious, Inflow Depth > 3.35" for 10-yr event Inflow=9.05 cfs @ 12.05 hrs, Volume=0.628 af Outflow=9.05 cfs @ 12.05 hrs, Volume=0.628 af, Atten= 0%, Lag= 0.0 min Primary=9.05 cfs @ 12.05 hrs, Volume=0.628 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.68' @ 12.10 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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 Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.13 cfs @ 12.05 hrs HW=146.92' TW=146.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.13 cfs @ 1.44 fps) Summary for Pond DMH4: DMH4 Inflow Area =1.530 ac,74.58% Impervious, Inflow Depth > 3.22" for 10-yr event Inflow=6.00 cfs @ 12.05 hrs, Volume=0.410 af Outflow=6.00 cfs @ 12.05 hrs, Volume=0.410 af, Atten= 0%, Lag= 0.0 min Primary=6.00 cfs @ 12.05 hrs, Volume=0.410 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.05' @ 12.14 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=0.00 cfs @ 12.05 hrs HW=135.57' TW=147.54' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.22" for 10-yr event Inflow=2.48 cfs @ 12.05 hrs, Volume=0.167 af Outflow=2.48 cfs @ 12.05 hrs, Volume=0.167 af, Atten= 0%, Lag= 0.0 min Primary=2.48 cfs @ 12.05 hrs, Volume=0.167 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.66' @ 12.19 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=128.09' TW=135.75' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 10-yr Rainfall=4.44"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond OTF: OUTFALL Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 3.26" for 10-yr event Inflow=23.01 cfs @ 12.04 hrs, Volume=1.546 af Primary=23.01 cfs @ 12.04 hrs, Volume=1.546 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.22" for 10-yr event Inflow=2.48 cfs @ 12.05 hrs, Volume=0.167 af Outflow=2.48 cfs @ 12.05 hrs, Volume=0.167 af, Atten= 0%, Lag= 0.0 min Primary=2.48 cfs @ 12.05 hrs, Volume=0.167 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.83' @ 12.24 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=123.98' TW=128.09' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 64HydroCAD® 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=1.426 ac 15.15% Impervious Runoff Depth>2.32"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=71 Runoff=4.30 cfs 0.275 af Runoff Area=0.901 ac 11.10% Impervious Runoff Depth>2.15"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=69 Runoff=2.34 cfs 0.161 af Runoff Area=0.210 ac 95.24% Impervious Runoff Depth>4.90"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=1.06 cfs 0.086 af Runoff Area=0.973 ac 79.14% Impervious Runoff Depth>4.35"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=5.36 cfs 0.352 af Runoff Area=0.169 ac 94.08% Impervious Runoff Depth>4.80"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=1.01 cfs 0.068 af Runoff Area=0.474 ac 80.17% Impervious Runoff Depth>4.35"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=2.61 cfs 0.172 af Runoff Area=0.200 ac 65.00% Impervious Runoff Depth>3.92"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=1.03 cfs 0.065 af Runoff Area=0.570 ac 85.96% Impervious Runoff Depth>4.57"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=3.22 cfs 0.217 af Runoff Area=0.203 ac 78.82% Impervious Runoff Depth>4.35"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=1.15 cfs 0.074 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>4.68"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.59 cfs 0.039 af Runoff Area=0.530 ac 86.79% Impervious Runoff Depth>4.57"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=3.00 cfs 0.202 af Runoff Area=0.125 ac 100.00% Impervious Runoff Depth>5.02"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.68 cfs 0.052 af Runoff Area=0.291 ac 96.22% Impervious Runoff Depth>4.91"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=1.57 cfs 0.119 af Runoff Area=0.429 ac 83.68% Impervious Runoff Depth>4.46"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=2.39 cfs 0.159 af Runoff Area=0.304 ac 78.95% Impervious Runoff Depth>4.35"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=1.68 cfs 0.110 af Runoff Area=0.410 ac 90.24% Impervious Runoff Depth>4.68"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=2.35 cfs 0.160 af Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.480 ac 97.92% Impervious Runoff Depth>4.91"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=2.80 cfs 0.196 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>4.02"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.97 cfs 0.062 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>4.46"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.11 cfs 0.074 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>4.13"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.15 cfs 0.082 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>4.45"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.69 cfs 0.120 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>3.71"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.32 cfs 0.087 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>3.81"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.31 cfs 0.084 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>3.71"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.12 cfs 0.071 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>3.71"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.15 cfs 0.074 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>3.51"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.46 cfs 0.093 af Avg. Flow Depth=0.04' Max Vel=4.14 fps Inflow=1.06 cfs 0.086 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.06 cfs 0.086 af Avg. Flow Depth=0.04' Max Vel=4.25 fps Inflow=1.15 cfs 0.074 afReach 16R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.14 cfs 0.074 af Avg. Flow Depth=0.03' Max Vel=3.29 fps Inflow=0.59 cfs 0.039 afReach 17R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.59 cfs 0.039 af Avg. Flow Depth=0.07' Max Vel=5.50 fps Inflow=3.63 cfs 0.254 afReach 18R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=3.63 cfs 0.254 af Avg. Flow Depth=0.10' Max Vel=4.03 fps Inflow=2.35 cfs 0.160 afReach 19R: Area 2B Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=2.35 cfs 0.160 af Avg. Flow Depth=0.08' Max Vel=5.98 fps Inflow=2.80 cfs 0.196 afReach 20R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=2.80 cfs 0.196 af Avg. Flow Depth=0.59' Max Vel=0.87 fps Inflow=5.11 cfs 0.356 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=4.32 cfs 0.355 af Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.79' Max Vel=1.03 fps Inflow=8.32 cfs 0.648 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=7.88 cfs 0.647 af Avg. Flow Depth=0.84' Max Vel=1.10 fps Inflow=9.75 cfs 0.806 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=9.24 cfs 0.804 af Inflow=43.47 cfs 3.249 afPond 15P: Wetland Area Primary=43.47 cfs 3.249 af Peak Elev=188.25' Inflow=0.97 cfs 0.062 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.97 cfs 0.062 af Peak Elev=188.20' Inflow=2.07 cfs 0.136 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.07 cfs 0.136 af Peak Elev=136.30' Inflow=2.14 cfs 0.139 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=2.14 cfs 0.139 af Peak Elev=175.77' Inflow=5.36 cfs 0.352 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=5.36 cfs 0.352 af Peak Elev=136.32' Inflow=1.46 cfs 0.093 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.46 cfs 0.093 af Peak Elev=170.90' Inflow=1.12 cfs 0.071 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.12 cfs 0.071 af Peak Elev=170.93' Inflow=1.31 cfs 0.084 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.31 cfs 0.084 af Peak Elev=184.72' Inflow=3.85 cfs 0.278 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=3.85 cfs 0.278 af Peak Elev=186.94' Inflow=3.23 cfs 0.230 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=3.23 cfs 0.230 af Peak Elev=186.72' Inflow=1.32 cfs 0.087 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.32 cfs 0.087 af Peak Elev=174.01' Inflow=11.18 cfs 0.741 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=11.18 cfs 0.741 af Peak Elev=175.21' Inflow=7.96 cfs 0.524 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=7.96 cfs 0.524 af Peak Elev=135.99' Inflow=29.47 cfs 2.009 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=29.47 cfs 2.009 af Peak Elev=170.82' Inflow=25.00 cfs 1.709 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=25.00 cfs 1.709 af Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=184.44' Inflow=11.54 cfs 0.813 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=11.54 cfs 0.813 af Peak Elev=186.66' Inflow=7.71 cfs 0.535 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=7.71 cfs 0.535 af Peak Elev=187.65' Inflow=3.18 cfs 0.217 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=3.18 cfs 0.217 af Inflow=29.47 cfs 2.009 afPond OTF: OUTFALL Primary=29.47 cfs 2.009 af Peak Elev=187.93' Inflow=3.18 cfs 0.217 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=3.18 cfs 0.217 af Total Runoff Area = 10.072 ac Runoff Volume = 3.254 af Average Runoff Depth = 3.88" 35.46% Pervious = 3.572 ac 64.54% Impervious = 6.500 ac Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff=4.30 cfs @ 12.07 hrs, Volume=0.275 af, Depth>2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.20298Unconnected pavement, HSG B 1.2106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 1.42673Weighted Average, UI Adjusted CN = 71 1.21084.85% Pervious Area 0.21615.15% Impervious Area 0.20293.52% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.5540.00100.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.02201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3420.02402.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2410.04903.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3430.02302.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1270.03703.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0120.08304.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0140.28608.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0130.07704.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3310Total Summary for Subcatchment 2AS: Area 2A Runoff=2.34 cfs @ 12.10 hrs, Volume=0.161 af, Depth>2.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.10098Unconnected pavement, HSG B 0.6446950-75% Grass cover, Fair, HSG B 0.15760Woods, Fair, HSG B 0.90171Weighted Average, UI Adjusted CN = 69 0.80188.90% Pervious Area 0.10011.10% Impervious Area 0.100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.1210.04200.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4150.06700.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8430.09300.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1180.05503.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2320.03102.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6129Total Summary for Subcatchment 2BS: Area 2B Runoff=1.06 cfs @ 12.10 hrs, Volume=0.086 af, Depth>4.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.20098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.21097Weighted Average 0.0104.76% Pervious Area 0.20095.24% Impervious Area 0.200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 7.0550.01500.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5630.01602.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5118Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 Runoff=5.36 cfs @ 12.03 hrs, Volume=0.352 af, Depth>4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.53098Paved parking, HSG B 0.2036950-75% Grass cover, Fair, HSG B 0.24098Roofs, HSG B 0.97392Weighted Average 0.20320.86% Pervious Area 0.77079.14% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.3820.01101.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.00401.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3560.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0167Total Summary for Subcatchment 4S: Area 4 Runoff=1.01 cfs @ 12.01 hrs, Volume=0.068 af, Depth>4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.14598Paved parking, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 0.16996Weighted Average 0.0105.92% Pervious Area 0.15994.08% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.2170.03201.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.290.01600.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4220.01300.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.848Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 Runoff=2.61 cfs @ 12.03 hrs, Volume=0.172 af, Depth>4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.33398Paved parking, HSG B 0.0946950-75% Grass cover, Fair, HSG B 0.04798Roofs, HSG B 0.47492Weighted Average 0.09419.83% Pervious Area 0.38080.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2780.01201.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7800.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9158Total Summary for Subcatchment 6S: Area 6 Runoff=1.03 cfs @ 12.03 hrs, Volume=0.065 af, Depth>3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.20088Weighted Average 0.07035.00% Pervious Area 0.13065.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5810.00800.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1170.01802.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.698Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 Runoff=3.22 cfs @ 12.03 hrs, Volume=0.217 af, Depth>4.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.24498Paved parking, HSG B 0.0806950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.57094Weighted Average 0.08014.04% Pervious Area 0.49085.96% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2500.00500.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6820.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8132Total Summary for Subcatchment 8S: Area 8 Runoff=1.15 cfs @ 12.01 hrs, Volume=0.074 af, Depth>4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.11898Unconnected pavement, HSG B 0.0436950-75% Grass cover, Fair, HSG B 0.04298Roofs, HSG B 0.20392Weighted Average 0.04321.18% Pervious Area 0.16078.82% Impervious Area 0.11873.75% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9630.01901.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1120.03303.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.075Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A Runoff=0.59 cfs @ 12.01 hrs, Volume=0.039 af, Depth>4.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.05098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.04098Roofs, HSG B 0.10095Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area 0.05055.56% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1230.02002.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.873Total Summary for Subcatchment 9BS: Area 9B Runoff=3.00 cfs @ 12.03 hrs, Volume=0.202 af, Depth>4.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.21498Unconnected pavement, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.53094Weighted Average 0.07013.21% Pervious Area 0.46086.79% Impervious Area 0.21446.52% Unconnected Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4490.06101.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.71150.01702.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1250.03003.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0250Total Summary for Subcatchment 10S: Area 10 Runoff=0.68 cfs @ 12.07 hrs, Volume=0.052 af, Depth>5.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.12598Roofs, HSG B 0.125100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof area Summary for Subcatchment 11S: Area 11 Runoff=1.57 cfs @ 12.07 hrs, Volume=0.119 af, Depth>4.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.28098Roofs, HSG B 0.0116950-75% Grass cover, Fair, HSG B 0.29197Weighted Average 0.0113.78% Pervious Area 0.28096.22% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 Runoff=2.39 cfs @ 12.03 hrs, Volume=0.159 af, Depth>4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.27798Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.08298Roofs, HSG B 0.42993Weighted Average 0.07016.32% Pervious Area 0.35983.68% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9640.01601.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2140.07701.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1210.04804.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2490.06105.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1270.03703.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2410.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7216Total Summary for Subcatchment 13S: Area 13 Runoff=1.68 cfs @ 12.02 hrs, Volume=0.110 af, Depth>4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.21698Paved parking, HSG B 0.0646950-75% Grass cover, Fair, HSG B 0.02498Roofs, HSG B 0.30492Weighted Average 0.06421.05% Pervious Area 0.24078.95% Impervious Area Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2200.05001.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2150.03801.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4960.03603.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1320.03103.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4198Total Summary for Subcatchment 14AS: Area 14A Runoff=2.35 cfs @ 12.04 hrs, Volume=0.160 af, Depth>4.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.29598Unconnected pavement, HSG B 0.0406950-75% Grass cover, Fair, HSG B 0.07598Roofs, HSG B 0.41095Weighted Average 0.0409.76% Pervious Area 0.37090.24% Impervious Area 0.29579.73% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4310.03201.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3240.04201.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5680.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100.08705.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2244Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B Runoff=2.80 cfs @ 12.02 hrs, Volume=0.196 af, Depth>4.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.47098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.48097Weighted Average 0.0102.08% Pervious Area 0.47097.92% Impervious Area 0.470100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1730.01401.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5139Total Summary for Subcatchment 15S: Area 15 Runoff=0.97 cfs @ 12.04 hrs, Volume=0.062 af, Depth>4.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 Runoff=1.11 cfs @ 12.05 hrs, Volume=0.074 af, Depth>4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Summary for Subcatchment 17S: Area 17 Runoff=1.15 cfs @ 12.08 hrs, Volume=0.082 af, Depth>4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 Runoff=1.69 cfs @ 12.07 hrs, Volume=0.120 af, Depth>4.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Summary for Subcatchment 19S: Area 19 Runoff=1.32 cfs @ 12.06 hrs, Volume=0.087 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 Runoff=1.31 cfs @ 12.05 hrs, Volume=0.084 af, Depth>3.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Summary for Subcatchment 21S: Area 21 Runoff=1.12 cfs @ 12.06 hrs, Volume=0.071 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 Runoff=1.15 cfs @ 12.06 hrs, Volume=0.074 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Summary for Subcatchment 23S: Area 23 Runoff=1.46 cfs @ 12.06 hrs, Volume=0.093 af, Depth>3.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=5.50" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area =0.210 ac,95.24% Impervious, Inflow Depth > 4.90" for 25-yr event Inflow=1.06 cfs @ 12.10 hrs, Volume=0.086 af Outflow=1.06 cfs @ 12.10 hrs, Volume=0.086 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.14 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.10 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Summary for Reach 16R: Area 2B Swale Inflow Area =0.203 ac,78.82% Impervious, Inflow Depth > 4.35" for 25-yr event Inflow=1.15 cfs @ 12.01 hrs, Volume=0.074 af Outflow=1.14 cfs @ 12.01 hrs, Volume=0.074 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.25 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 2B Swale Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 4.68" for 25-yr event Inflow=0.59 cfs @ 12.01 hrs, Volume=0.039 af Outflow=0.59 cfs @ 12.01 hrs, Volume=0.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.29 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.01 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Summary for Reach 18R: Area 2B Swale Inflow Area =0.655 ac,89.31% Impervious, Inflow Depth > 4.65" for 25-yr event Inflow=3.63 cfs @ 12.04 hrs, Volume=0.254 af Outflow=3.63 cfs @ 12.04 hrs, Volume=0.254 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.50 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.60 fps, Avg. Travel Time= 0.1 min Peak Storage= 8 cf @ 12.04 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 2B Swale Inflow Area =0.410 ac,90.24% Impervious, Inflow Depth > 4.68" for 25-yr event Inflow=2.35 cfs @ 12.04 hrs, Volume=0.160 af Outflow=2.35 cfs @ 12.04 hrs, Volume=0.160 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.03 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.04 hrs Average Depth at Peak Storage= 0.10' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Summary for Reach 20R: Area 2B Swale Inflow Area =0.480 ac,97.92% Impervious, Inflow Depth > 4.91" for 25-yr event Inflow=2.80 cfs @ 12.02 hrs, Volume=0.196 af Outflow=2.80 cfs @ 12.02 hrs, Volume=0.196 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.98 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.68 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 12.02 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.890 ac,94.38% Impervious, Inflow Depth > 4.80" for 25-yr event Inflow=5.11 cfs @ 12.03 hrs, Volume=0.356 af Outflow=4.32 cfs @ 12.07 hrs, Volume=0.355 af, Atten= 15%, Lag= 2.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.87 fps, Min. Travel Time= 4.8 min Avg. Velocity = 0.31 fps, Avg. Travel Time= 13.6 min Peak Storage= 1,239 cf @ 12.07 hrs Average Depth at Peak Storage= 0.59' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =1.645 ac,92.10% Impervious, Inflow Depth > 4.73" for 25-yr event Inflow=8.32 cfs @ 12.05 hrs, Volume=0.648 af Outflow=7.88 cfs @ 12.08 hrs, Volume=0.647 af, Atten= 5%, Lag= 1.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.03 fps, Min. Travel Time= 2.1 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 6.2 min Peak Storage= 991 cf @ 12.08 hrs Average Depth at Peak Storage= 0.79' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 23R: Bordering Veg Swale Inflow Area =2.058 ac,91.11% Impervious, Inflow Depth > 4.70" for 25-yr event Inflow=9.75 cfs @ 12.07 hrs, Volume=0.806 af Outflow=9.24 cfs @ 12.11 hrs, Volume=0.804 af, Atten= 5%, Lag= 2.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.10 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.38 fps, Avg. Travel Time= 8.8 min Peak Storage= 1,679 cf @ 12.11 hrs Average Depth at Peak Storage= 0.84' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond 15P: Wetland Area Inflow Area =10.072 ac,64.54% Impervious, Inflow Depth > 3.87" for 25-yr event Inflow=43.47 cfs @ 12.05 hrs, Volume=3.249 af Primary=43.47 cfs @ 12.05 hrs, Volume=3.249 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 4.02" for 25-yr event Inflow=0.97 cfs @ 12.04 hrs, Volume=0.062 af Outflow=0.97 cfs @ 12.04 hrs, Volume=0.062 af, Atten= 0%, Lag= 0.0 min Primary=0.97 cfs @ 12.04 hrs, Volume=0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 188.25' @ 12.34 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=123.76' TW=126.42' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 4.25" for 25-yr event Inflow=2.07 cfs @ 12.04 hrs, Volume=0.136 af Outflow=2.07 cfs @ 12.04 hrs, Volume=0.136 af, Atten= 0%, Lag= 0.0 min Primary=2.07 cfs @ 12.04 hrs, Volume=0.136 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 188.20' @ 12.29 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=126.85' TW=129.23' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB1: CB1 Inflow Area =0.438 ac,61.42% Impervious, Inflow Depth > 3.81" for 25-yr event Inflow=2.14 cfs @ 12.04 hrs, Volume=0.139 af Outflow=2.14 cfs @ 12.04 hrs, Volume=0.139 af, Atten= 0%, Lag= 0.0 min Primary=2.14 cfs @ 12.04 hrs, Volume=0.139 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 136.30' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.00 cfs @ 12.04 hrs HW=128.79' TW=134.96' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 Inflow Area =0.973 ac,79.14% Impervious, Inflow Depth > 4.35" for 25-yr event Inflow=5.36 cfs @ 12.03 hrs, Volume=0.352 af Outflow=5.36 cfs @ 12.03 hrs, Volume=0.352 af, Atten= 0%, Lag= 0.0 min Primary=5.36 cfs @ 12.03 hrs, Volume=0.352 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 175.77' @ 12.20 hrs Flood Elev= 119.81' DeviceRouting InvertOutlet Devices #1Primary117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=131.16' TW=137.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB2: CB2 Inflow Area =0.318 ac,50.31% Impervious, Inflow Depth > 3.51" for 25-yr event Inflow=1.46 cfs @ 12.06 hrs, Volume=0.093 af Outflow=1.46 cfs @ 12.06 hrs, Volume=0.093 af, Atten= 0%, Lag= 0.0 min Primary=1.46 cfs @ 12.06 hrs, Volume=0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 136.32' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=0.00 cfs @ 12.06 hrs HW=131.18' TW=134.33' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 3.71" for 25-yr event Inflow=1.12 cfs @ 12.06 hrs, Volume=0.071 af Outflow=1.12 cfs @ 12.06 hrs, Volume=0.071 af, Atten= 0%, Lag= 0.0 min Primary=1.12 cfs @ 12.06 hrs, Volume=0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 170.90' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=151.86' TW=169.33' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 3.81" for 25-yr event Inflow=1.31 cfs @ 12.05 hrs, Volume=0.084 af Outflow=1.31 cfs @ 12.05 hrs, Volume=0.084 af, Atten= 0%, Lag= 0.0 min Primary=1.31 cfs @ 12.05 hrs, Volume=0.084 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 170.93' @ 12.11 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=151.36' TW=169.64' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB5: CB5 Inflow Area =0.720 ac,88.75% Impervious, Inflow Depth > 4.64" for 25-yr event Inflow=3.85 cfs @ 12.04 hrs, Volume=0.278 af Outflow=3.85 cfs @ 12.04 hrs, Volume=0.278 af, Atten= 0%, Lag= 0.0 min Primary=3.85 cfs @ 12.04 hrs, Volume=0.278 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.72' @ 12.15 hrs Flood Elev= 120.13' DeviceRouting InvertOutlet Devices #1Primary117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=141.68' TW=166.66' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.628 ac,81.21% Impervious, Inflow Depth > 4.40" for 25-yr event Inflow=3.23 cfs @ 12.04 hrs, Volume=0.230 af Outflow=3.23 cfs @ 12.04 hrs, Volume=0.230 af, Atten= 0%, Lag= 0.0 min Primary=3.23 cfs @ 12.04 hrs, Volume=0.230 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 186.94' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 @ 12.04 hrs HW=132.75' TW=147.12' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 3.71" for 25-yr event Inflow=1.32 cfs @ 12.06 hrs, Volume=0.087 af Outflow=1.32 cfs @ 12.06 hrs, Volume=0.087 af, Atten= 0%, Lag= 0.0 min Primary=1.32 cfs @ 12.06 hrs, Volume=0.087 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 186.72' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=136.90' TW=155.75' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 Inflow Area =2.017 ac,81.31% Impervious, Inflow Depth > 4.41" for 25-yr event Inflow=11.18 cfs @ 12.03 hrs, Volume=0.741 af Outflow=11.18 cfs @ 12.03 hrs, Volume=0.741 af, Atten= 0%, Lag= 0.0 min Primary=11.18 cfs @ 12.03 hrs, Volume=0.741 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 174.01' @ 12.10 hrs Flood Elev= 119.91' DeviceRouting InvertOutlet Devices #1Primary115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=149.25' TW=162.98' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: CB9 Inflow Area =1.447 ac,79.47% Impervious, Inflow Depth > 4.35" for 25-yr event Inflow=7.96 cfs @ 12.03 hrs, Volume=0.524 af Outflow=7.96 cfs @ 12.03 hrs, Volume=0.524 af, Atten= 0%, Lag= 0.0 min Primary=7.96 cfs @ 12.03 hrs, Volume=0.524 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 175.21' @ 12.15 hrs Flood Elev= 119.99' DeviceRouting InvertOutlet Devices #1Primary116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=137.21' TW=149.72' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH1: DMH1 Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 4.24" for 25-yr event Inflow=29.47 cfs @ 12.04 hrs, Volume=2.009 af Outflow=29.47 cfs @ 12.04 hrs, Volume=2.009 af, Atten= 0%, Lag= 0.0 min Primary=29.47 cfs @ 12.04 hrs, Volume=2.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 135.99' @ 12.04 hrs Flood Elev= 118.44' DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=28.76 cfs @ 12.04 hrs HW=134.81' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 28.76 cfs @ 16.27 fps) Summary for Pond DMH2: DMH2 Inflow Area =4.762 ac,78.14% Impervious, Inflow Depth > 4.31" for 25-yr event Inflow=25.00 cfs @ 12.04 hrs, Volume=1.709 af Outflow=25.00 cfs @ 12.04 hrs, Volume=1.709 af, Atten= 0%, Lag= 0.0 min Primary=25.00 cfs @ 12.04 hrs, Volume=1.709 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 170.82' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=22.17 cfs @ 12.04 hrs HW=166.97' TW=134.82' (Dynamic Tailwater) 1=Culvert (Outlet Controls 22.17 cfs @ 18.06 fps) Summary for Pond DMH3: DMH3 Inflow Area =2.250 ac,79.11% Impervious, Inflow Depth > 4.34" for 25-yr event Inflow=11.54 cfs @ 12.05 hrs, Volume=0.813 af Outflow=11.54 cfs @ 12.05 hrs, Volume=0.813 af, Atten= 0%, Lag= 0.0 min Primary=11.54 cfs @ 12.05 hrs, Volume=0.813 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.44' @ 12.10 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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 Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=169.54' TW=169.80' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH4: DMH4 Inflow Area =1.530 ac,74.58% Impervious, Inflow Depth > 4.19" for 25-yr event Inflow=7.71 cfs @ 12.05 hrs, Volume=0.535 af Outflow=7.71 cfs @ 12.05 hrs, Volume=0.535 af, Atten= 0%, Lag= 0.0 min Primary=7.71 cfs @ 12.05 hrs, Volume=0.535 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 186.66' @ 12.14 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=0.00 cfs @ 12.05 hrs HW=149.36' TW=170.70' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 4.20" for 25-yr event Inflow=3.18 cfs @ 12.05 hrs, Volume=0.217 af Outflow=3.18 cfs @ 12.05 hrs, Volume=0.217 af, Atten= 0%, Lag= 0.0 min Primary=3.18 cfs @ 12.05 hrs, Volume=0.217 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 187.65' @ 12.19 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=137.14' TW=149.66' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 25-yr Rainfall=5.50"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond OTF: OUTFALL Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 4.24" for 25-yr event Inflow=29.47 cfs @ 12.04 hrs, Volume=2.009 af Primary=29.47 cfs @ 12.04 hrs, Volume=2.009 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 4.20" for 25-yr event Inflow=3.18 cfs @ 12.05 hrs, Volume=0.217 af Outflow=3.18 cfs @ 12.05 hrs, Volume=0.217 af, Atten= 0%, Lag= 0.0 min Primary=3.18 cfs @ 12.05 hrs, Volume=0.217 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 187.93' @ 12.24 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=130.28' TW=137.14' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 95HydroCAD® 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=1.426 ac 15.15% Impervious Runoff Depth>3.97"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=71 Runoff=7.37 cfs 0.471 af Runoff Area=0.901 ac 11.10% Impervious Runoff Depth>3.75"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=69 Runoff=4.11 cfs 0.281 af Runoff Area=0.210 ac 95.24% Impervious Runoff Depth>6.92"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=1.47 cfs 0.121 af Runoff Area=0.973 ac 79.14% Impervious Runoff Depth>6.34"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=7.63 cfs 0.514 af Runoff Area=0.169 ac 94.08% Impervious Runoff Depth>6.82"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=1.41 cfs 0.096 af Runoff Area=0.474 ac 80.17% Impervious Runoff Depth>6.34"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=3.71 cfs 0.251 af Runoff Area=0.200 ac 65.00% Impervious Runoff Depth>5.88"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=1.50 cfs 0.098 af Runoff Area=0.570 ac 85.96% Impervious Runoff Depth>6.58"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=4.53 cfs 0.312 af Runoff Area=0.203 ac 78.82% Impervious Runoff Depth>6.34"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=1.63 cfs 0.107 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>6.70"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.83 cfs 0.056 af Runoff Area=0.530 ac 86.79% Impervious Runoff Depth>6.58"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=4.22 cfs 0.291 af Runoff Area=0.125 ac 100.00% Impervious Runoff Depth>7.05"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.94 cfs 0.073 af Runoff Area=0.291 ac 96.22% Impervious Runoff Depth>6.93"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=2.18 cfs 0.168 af Runoff Area=0.429 ac 83.68% Impervious Runoff Depth>6.46"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=3.38 cfs 0.231 af Runoff Area=0.304 ac 78.95% Impervious Runoff Depth>6.34"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=2.40 cfs 0.161 af Runoff Area=0.410 ac 90.24% Impervious Runoff Depth>6.70"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=3.29 cfs 0.229 af Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.480 ac 97.92% Impervious Runoff Depth>6.93"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=3.90 cfs 0.277 af Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>5.99"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=1.41 cfs 0.092 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>6.46"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.57 cfs 0.107 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>6.10"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.67 cfs 0.121 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>6.46"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=2.39 cfs 0.174 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>5.64"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.96 cfs 0.132 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>5.76"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.92 cfs 0.127 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>5.64"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.66 cfs 0.109 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>5.64"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.71 cfs 0.112 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>5.42"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=2.21 cfs 0.144 af Avg. Flow Depth=0.05' Max Vel=4.71 fps Inflow=1.47 cfs 0.121 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.47 cfs 0.121 af Avg. Flow Depth=0.05' Max Vel=4.88 fps Inflow=1.63 cfs 0.107 afReach 16R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.63 cfs 0.107 af Avg. Flow Depth=0.04' Max Vel=3.75 fps Inflow=0.83 cfs 0.056 afReach 17R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.83 cfs 0.056 af Avg. Flow Depth=0.08' Max Vel=6.29 fps Inflow=5.09 cfs 0.364 afReach 18R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=5.10 cfs 0.364 af Avg. Flow Depth=0.12' Max Vel=4.59 fps Inflow=3.29 cfs 0.229 afReach 19R: Area 2B Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=3.29 cfs 0.229 af Avg. Flow Depth=0.09' Max Vel=6.81 fps Inflow=3.90 cfs 0.277 afReach 20R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=3.90 cfs 0.277 af Avg. Flow Depth=0.70' Max Vel=0.97 fps Inflow=7.14 cfs 0.506 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=6.17 cfs 0.504 af Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.93' Max Vel=1.15 fps Inflow=11.81 cfs 0.924 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=11.31 cfs 0.922 af Avg. Flow Depth=0.99' Max Vel=1.23 fps Inflow=13.92 cfs 1.151 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=13.27 cfs 1.148 af Inflow=64.54 cfs 4.849 afPond 15P: Wetland Area Primary=64.54 cfs 4.849 af Peak Elev=270.07' Inflow=1.41 cfs 0.092 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=1.41 cfs 0.092 af Peak Elev=269.97' Inflow=2.97 cfs 0.199 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.97 cfs 0.199 af Peak Elev=164.13' Inflow=3.16 cfs 0.210 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=3.16 cfs 0.210 af Peak Elev=244.55' Inflow=7.63 cfs 0.514 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=7.63 cfs 0.514 af Peak Elev=164.20' Inflow=2.21 cfs 0.144 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.21 cfs 0.144 af Peak Elev=234.79' Inflow=1.66 cfs 0.109 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.66 cfs 0.109 af Peak Elev=234.86' Inflow=1.92 cfs 0.127 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.92 cfs 0.127 af Peak Elev=262.84' Inflow=5.41 cfs 0.399 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=5.41 cfs 0.399 af Peak Elev=267.41' Inflow=4.59 cfs 0.335 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=4.59 cfs 0.335 af Peak Elev=266.98' Inflow=1.96 cfs 0.132 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.96 cfs 0.132 af Peak Elev=241.02' Inflow=15.87 cfs 1.077 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=15.87 cfs 1.077 af Peak Elev=243.44' Inflow=11.34 cfs 0.765 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=11.34 cfs 0.765 af Peak Elev=163.47' Inflow=42.31 cfs 2.948 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=42.31 cfs 2.948 af Peak Elev=234.62' Inflow=35.73 cfs 2.499 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=35.73 cfs 2.499 af Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=262.29' Inflow=16.48 cfs 1.186 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=16.48 cfs 1.186 af Peak Elev=266.85' Inflow=11.09 cfs 0.787 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=11.09 cfs 0.787 af Peak Elev=268.87' Inflow=4.56 cfs 0.320 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.56 cfs 0.320 af Inflow=42.31 cfs 2.948 afPond OTF: OUTFALL Primary=42.31 cfs 2.948 af Peak Elev=269.42' Inflow=4.56 cfs 0.320 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.56 cfs 0.320 af Total Runoff Area = 10.072 ac Runoff Volume = 4.856 af Average Runoff Depth = 5.79" 35.46% Pervious = 3.572 ac 64.54% Impervious = 6.500 ac Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff=7.37 cfs @ 12.07 hrs, Volume=0.471 af, Depth>3.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.20298Unconnected pavement, HSG B 1.2106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 1.42673Weighted Average, UI Adjusted CN = 71 1.21084.85% Pervious Area 0.21615.15% Impervious Area 0.20293.52% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.5540.00100.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.02201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3420.02402.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2410.04903.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3430.02302.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1270.03703.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0120.08304.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0140.28608.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0130.07704.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3310Total Summary for Subcatchment 2AS: Area 2A Runoff=4.11 cfs @ 12.10 hrs, Volume=0.281 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 100-yr Rainfall=7.62" Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.10098Unconnected pavement, HSG B 0.6446950-75% Grass cover, Fair, HSG B 0.15760Woods, Fair, HSG B 0.90171Weighted Average, UI Adjusted CN = 69 0.80188.90% Pervious Area 0.10011.10% Impervious Area 0.100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.1210.04200.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4150.06700.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8430.09300.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1180.05503.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2320.03102.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6129Total Summary for Subcatchment 2BS: Area 2B Runoff=1.47 cfs @ 12.10 hrs, Volume=0.121 af, Depth>6.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.20098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.21097Weighted Average 0.0104.76% Pervious Area 0.20095.24% Impervious Area 0.200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 7.0550.01500.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5630.01602.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5118Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 Runoff=7.63 cfs @ 12.03 hrs, Volume=0.514 af, Depth>6.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.53098Paved parking, HSG B 0.2036950-75% Grass cover, Fair, HSG B 0.24098Roofs, HSG B 0.97392Weighted Average 0.20320.86% Pervious Area 0.77079.14% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.3820.01101.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.00401.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3560.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0167Total Summary for Subcatchment 4S: Area 4 Runoff=1.41 cfs @ 12.01 hrs, Volume=0.096 af, Depth>6.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.14598Paved parking, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.01498Roofs, HSG B 0.16996Weighted Average 0.0105.92% Pervious Area 0.15994.08% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.2170.03201.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.290.01600.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4220.01300.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.848Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 Runoff=3.71 cfs @ 12.03 hrs, Volume=0.251 af, Depth>6.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.33398Paved parking, HSG B 0.0946950-75% Grass cover, Fair, HSG B 0.04798Roofs, HSG B 0.47492Weighted Average 0.09419.83% Pervious Area 0.38080.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2780.01201.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7800.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9158Total Summary for Subcatchment 6S: Area 6 Runoff=1.50 cfs @ 12.03 hrs, Volume=0.098 af, Depth>5.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.20088Weighted Average 0.07035.00% Pervious Area 0.13065.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5810.00800.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1170.01802.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.698Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 Runoff=4.53 cfs @ 12.03 hrs, Volume=0.312 af, Depth>6.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.24498Paved parking, HSG B 0.0806950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.57094Weighted Average 0.08014.04% Pervious Area 0.49085.96% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.2500.00500.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6820.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8132Total Summary for Subcatchment 8S: Area 8 Runoff=1.63 cfs @ 12.01 hrs, Volume=0.107 af, Depth>6.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.11898Unconnected pavement, HSG B 0.0436950-75% Grass cover, Fair, HSG B 0.04298Roofs, HSG B 0.20392Weighted Average 0.04321.18% Pervious Area 0.16078.82% Impervious Area 0.11873.75% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9630.01901.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1120.03303.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.075Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A Runoff=0.83 cfs @ 12.01 hrs, Volume=0.056 af, Depth>6.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.05098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.04098Roofs, HSG B 0.10095Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area 0.05055.56% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1230.02002.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.873Total Summary for Subcatchment 9BS: Area 9B Runoff=4.22 cfs @ 12.03 hrs, Volume=0.291 af, Depth>6.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.21498Unconnected pavement, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.24698Roofs, HSG B 0.53094Weighted Average 0.07013.21% Pervious Area 0.46086.79% Impervious Area 0.21446.52% Unconnected Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4490.06101.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.71150.01702.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1250.03003.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0250Total Summary for Subcatchment 10S: Area 10 Runoff=0.94 cfs @ 12.07 hrs, Volume=0.073 af, Depth>7.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.12598Roofs, HSG B 0.125100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof area Summary for Subcatchment 11S: Area 11 Runoff=2.18 cfs @ 12.07 hrs, Volume=0.168 af, Depth>6.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.28098Roofs, HSG B 0.0116950-75% Grass cover, Fair, HSG B 0.29197Weighted Average 0.0113.78% Pervious Area 0.28096.22% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 Runoff=3.38 cfs @ 12.03 hrs, Volume=0.231 af, Depth>6.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.27798Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.08298Roofs, HSG B 0.42993Weighted Average 0.07016.32% Pervious Area 0.35983.68% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9640.01601.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2140.07701.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1210.04804.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2490.06105.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1270.03703.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2410.02102.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7216Total Summary for Subcatchment 13S: Area 13 Runoff=2.40 cfs @ 12.02 hrs, Volume=0.161 af, Depth>6.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.21698Paved parking, HSG B 0.0646950-75% Grass cover, Fair, HSG B 0.02498Roofs, HSG B 0.30492Weighted Average 0.06421.05% Pervious Area 0.24078.95% Impervious Area Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2200.05001.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2150.03801.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4960.03603.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1320.03103.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4198Total Summary for Subcatchment 14AS: Area 14A Runoff=3.29 cfs @ 12.04 hrs, Volume=0.229 af, Depth>6.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.29598Unconnected pavement, HSG B 0.0406950-75% Grass cover, Fair, HSG B 0.07598Roofs, HSG B 0.41095Weighted Average 0.0409.76% Pervious Area 0.37090.24% Impervious Area 0.29579.73% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4310.03201.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3240.04201.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5680.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0100.08705.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2244Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 108HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B Runoff=3.90 cfs @ 12.02 hrs, Volume=0.277 af, Depth>6.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.47098Unconnected pavement, HSG B 0.0106950-75% Grass cover, Fair, HSG B 0.48097Weighted Average 0.0102.08% Pervious Area 0.47097.92% Impervious Area 0.470100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1730.01401.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4660.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5139Total Summary for Subcatchment 15S: Area 15 Runoff=1.41 cfs @ 12.04 hrs, Volume=0.092 af, Depth>5.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 109HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 Runoff=1.57 cfs @ 12.05 hrs, Volume=0.107 af, Depth>6.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Summary for Subcatchment 17S: Area 17 Runoff=1.67 cfs @ 12.07 hrs, Volume=0.121 af, Depth>6.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 110HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 Runoff=2.39 cfs @ 12.07 hrs, Volume=0.174 af, Depth>6.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Summary for Subcatchment 19S: Area 19 Runoff=1.96 cfs @ 12.06 hrs, Volume=0.132 af, Depth>5.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 111HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 Runoff=1.92 cfs @ 12.05 hrs, Volume=0.127 af, Depth>5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Summary for Subcatchment 21S: Area 21 Runoff=1.66 cfs @ 12.05 hrs, Volume=0.109 af, Depth>5.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 112HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 Runoff=1.71 cfs @ 12.05 hrs, Volume=0.112 af, Depth>5.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Summary for Subcatchment 23S: Area 23 Runoff=2.21 cfs @ 12.06 hrs, Volume=0.144 af, Depth>5.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=7.62" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 113HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area =0.210 ac,95.24% Impervious, Inflow Depth > 6.92" for 100-yr event Inflow=1.47 cfs @ 12.10 hrs, Volume=0.121 af Outflow=1.47 cfs @ 12.10 hrs, Volume=0.121 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.71 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.10 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Summary for Reach 16R: Area 2B Swale Inflow Area =0.203 ac,78.82% Impervious, Inflow Depth > 6.34" for 100-yr event Inflow=1.63 cfs @ 12.01 hrs, Volume=0.107 af Outflow=1.63 cfs @ 12.01 hrs, Volume=0.107 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.88 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.53 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.01 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 114HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 2B Swale Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 6.70" for 100-yr event Inflow=0.83 cfs @ 12.01 hrs, Volume=0.056 af Outflow=0.83 cfs @ 12.01 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.75 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.43 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Summary for Reach 18R: Area 2B Swale Inflow Area =0.655 ac,89.31% Impervious, Inflow Depth > 6.67" for 100-yr event Inflow=5.09 cfs @ 12.04 hrs, Volume=0.364 af Outflow=5.10 cfs @ 12.04 hrs, Volume=0.364 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.29 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.72 fps, Avg. Travel Time= 0.1 min Peak Storage= 10 cf @ 12.04 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 115HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 2B Swale Inflow Area =0.410 ac,90.24% Impervious, Inflow Depth > 6.70" for 100-yr event Inflow=3.29 cfs @ 12.04 hrs, Volume=0.229 af Outflow=3.29 cfs @ 12.04 hrs, Volume=0.229 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.59 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.18 fps, Avg. Travel Time= 0.2 min Peak Storage= 9 cf @ 12.04 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Summary for Reach 20R: Area 2B Swale Inflow Area =0.480 ac,97.92% Impervious, Inflow Depth > 6.93" for 100-yr event Inflow=3.90 cfs @ 12.02 hrs, Volume=0.277 af Outflow=3.90 cfs @ 12.02 hrs, Volume=0.277 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.81 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 0.1 min Peak Storage= 7 cf @ 12.02 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 116HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.890 ac,94.38% Impervious, Inflow Depth > 6.82" for 100-yr event Inflow=7.14 cfs @ 12.03 hrs, Volume=0.506 af Outflow=6.17 cfs @ 12.07 hrs, Volume=0.504 af, Atten= 14%, Lag= 2.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.97 fps, Min. Travel Time= 4.3 min Avg. Velocity = 0.34 fps, Avg. Travel Time= 12.4 min Peak Storage= 1,586 cf @ 12.07 hrs Average Depth at Peak Storage= 0.70' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =1.645 ac,92.10% Impervious, Inflow Depth > 6.74" for 100-yr event Inflow=11.81 cfs @ 12.05 hrs, Volume=0.924 af Outflow=11.31 cfs @ 12.07 hrs, Volume=0.922 af, Atten= 4%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.15 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.39 fps, Avg. Travel Time= 5.6 min Peak Storage= 1,273 cf @ 12.07 hrs Average Depth at Peak Storage= 0.93' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 117HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 23R: Bordering Veg Swale Inflow Area =2.058 ac,91.11% Impervious, Inflow Depth > 6.71" for 100-yr event Inflow=13.92 cfs @ 12.07 hrs, Volume=1.151 af Outflow=13.27 cfs @ 12.10 hrs, Volume=1.148 af, Atten= 5%, Lag= 2.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.23 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 7.9 min Peak Storage= 2,158 cf @ 12.10 hrs Average Depth at Peak Storage= 0.99' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond 15P: Wetland Area Inflow Area =10.072 ac,64.54% Impervious, Inflow Depth > 5.78" for 100-yr event Inflow=64.54 cfs @ 12.05 hrs, Volume=4.849 af Primary=64.54 cfs @ 12.05 hrs, Volume=4.849 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 5.99" for 100-yr event Inflow=1.41 cfs @ 12.04 hrs, Volume=0.092 af Outflow=1.41 cfs @ 12.04 hrs, Volume=0.092 af, Atten= 0%, Lag= 0.0 min Primary=1.41 cfs @ 12.04 hrs, Volume=0.092 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 270.07' @ 12.34 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 118HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=133.47' TW=139.83' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 6.23" for 100-yr event Inflow=2.97 cfs @ 12.04 hrs, Volume=0.199 af Outflow=2.97 cfs @ 12.04 hrs, Volume=0.199 af, Atten= 0%, Lag= 0.0 min Primary=2.97 cfs @ 12.04 hrs, Volume=0.199 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 269.97' @ 12.29 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=140.80' TW=146.01' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB1: CB1 Inflow Area =0.438 ac,61.42% Impervious, Inflow Depth > 5.75" for 100-yr event Inflow=3.16 cfs @ 12.04 hrs, Volume=0.210 af Outflow=3.16 cfs @ 12.04 hrs, Volume=0.210 af, Atten= 0%, Lag= 0.0 min Primary=3.16 cfs @ 12.04 hrs, Volume=0.210 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 164.13' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.00 cfs @ 12.04 hrs HW=148.59' TW=161.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 119HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 Inflow Area =0.973 ac,79.14% Impervious, Inflow Depth > 6.34" for 100-yr event Inflow=7.63 cfs @ 12.03 hrs, Volume=0.514 af Outflow=7.63 cfs @ 12.03 hrs, Volume=0.514 af, Atten= 0%, Lag= 0.0 min Primary=7.63 cfs @ 12.03 hrs, Volume=0.514 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 244.55' @ 12.20 hrs Flood Elev= 119.81' DeviceRouting InvertOutlet Devices #1Primary117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=150.31' TW=164.08' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB2: CB2 Inflow Area =0.318 ac,50.31% Impervious, Inflow Depth > 5.42" for 100-yr event Inflow=2.21 cfs @ 12.06 hrs, Volume=0.144 af Outflow=2.21 cfs @ 12.06 hrs, Volume=0.144 af, Atten= 0%, Lag= 0.0 min Primary=2.21 cfs @ 12.06 hrs, Volume=0.144 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 164.20' @ 12.09 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=0.00 cfs @ 12.06 hrs HW=153.63' TW=160.43' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 5.64" for 100-yr event Inflow=1.66 cfs @ 12.05 hrs, Volume=0.109 af Outflow=1.66 cfs @ 12.05 hrs, Volume=0.109 af, Atten= 0%, Lag= 0.0 min Primary=1.66 cfs @ 12.05 hrs, Volume=0.109 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 120HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 234.79' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=195.53' TW=231.97' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 5.76" for 100-yr event Inflow=1.92 cfs @ 12.05 hrs, Volume=0.127 af Outflow=1.92 cfs @ 12.05 hrs, Volume=0.127 af, Atten= 0%, Lag= 0.0 min Primary=1.92 cfs @ 12.05 hrs, Volume=0.127 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 234.86' @ 12.11 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=194.58' TW=232.57' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB5: CB5 Inflow Area =0.720 ac,88.75% Impervious, Inflow Depth > 6.65" for 100-yr event Inflow=5.41 cfs @ 12.04 hrs, Volume=0.399 af Outflow=5.41 cfs @ 12.04 hrs, Volume=0.399 af, Atten= 0%, Lag= 0.0 min Primary=5.41 cfs @ 12.04 hrs, Volume=0.399 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 262.84' @ 12.15 hrs Flood Elev= 120.13' DeviceRouting InvertOutlet Devices #1Primary117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 121HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=173.42' TW=225.65' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.628 ac,81.21% Impervious, Inflow Depth > 6.40" for 100-yr event Inflow=4.59 cfs @ 12.04 hrs, Volume=0.335 af Outflow=4.59 cfs @ 12.04 hrs, Volume=0.335 af, Atten= 0%, Lag= 0.0 min Primary=4.59 cfs @ 12.04 hrs, Volume=0.335 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 267.41' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 @ 12.04 hrs HW=154.14' TW=184.73' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 5.64" for 100-yr event Inflow=1.96 cfs @ 12.06 hrs, Volume=0.132 af Outflow=1.96 cfs @ 12.06 hrs, Volume=0.132 af, Atten= 0%, Lag= 0.0 min Primary=1.96 cfs @ 12.06 hrs, Volume=0.132 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 266.98' @ 12.19 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=162.70' TW=202.19' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 122HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 Inflow Area =2.017 ac,81.31% Impervious, Inflow Depth > 6.41" for 100-yr event Inflow=15.87 cfs @ 12.03 hrs, Volume=1.077 af Outflow=15.87 cfs @ 12.03 hrs, Volume=1.077 af, Atten= 0%, Lag= 0.0 min Primary=15.87 cfs @ 12.03 hrs, Volume=1.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 241.02' @ 12.10 hrs Flood Elev= 119.91' DeviceRouting InvertOutlet Devices #1Primary115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=189.70' TW=218.38' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB9: CB9 Inflow Area =1.447 ac,79.47% Impervious, Inflow Depth > 6.34" for 100-yr event Inflow=11.34 cfs @ 12.03 hrs, Volume=0.765 af Outflow=11.34 cfs @ 12.03 hrs, Volume=0.765 af, Atten= 0%, Lag= 0.0 min Primary=11.34 cfs @ 12.03 hrs, Volume=0.765 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 243.44' @ 12.15 hrs Flood Elev= 119.99' DeviceRouting InvertOutlet Devices #1Primary116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=163.79' TW=190.63' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH1: DMH1 Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 6.22" for 100-yr event Inflow=42.31 cfs @ 12.04 hrs, Volume=2.948 af Outflow=42.31 cfs @ 12.04 hrs, Volume=2.948 af, Atten= 0%, Lag= 0.0 min Primary=42.31 cfs @ 12.04 hrs, Volume=2.948 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 123HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 163.47' @ 12.04 hrs Flood Elev= 118.44' DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=41.24 cfs @ 12.04 hrs HW=160.96' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 41.24 cfs @ 23.34 fps) Summary for Pond DMH2: DMH2 Inflow Area =4.762 ac,78.14% Impervious, Inflow Depth > 6.30" for 100-yr event Inflow=35.73 cfs @ 12.04 hrs, Volume=2.499 af Outflow=35.73 cfs @ 12.04 hrs, Volume=2.499 af, Atten= 0%, Lag= 0.0 min Primary=35.73 cfs @ 12.04 hrs, Volume=2.499 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 234.62' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=31.65 cfs @ 12.04 hrs HW=226.53' TW=160.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 31.65 cfs @ 25.79 fps) Summary for Pond DMH3: DMH3 Inflow Area =2.250 ac,79.11% Impervious, Inflow Depth > 6.33" for 100-yr event Inflow=16.48 cfs @ 12.05 hrs, Volume=1.186 af Outflow=16.48 cfs @ 12.05 hrs, Volume=1.186 af, Atten= 0%, Lag= 0.0 min Primary=16.48 cfs @ 12.05 hrs, Volume=1.186 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 262.29' @ 12.10 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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 Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 124HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=231.73' TW=232.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH4: DMH4 Inflow Area =1.530 ac,74.58% Impervious, Inflow Depth > 6.17" for 100-yr event Inflow=11.09 cfs @ 12.05 hrs, Volume=0.787 af Outflow=11.09 cfs @ 12.05 hrs, Volume=0.787 af, Atten= 0%, Lag= 0.0 min Primary=11.09 cfs @ 12.05 hrs, Volume=0.787 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 266.85' @ 12.14 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=0.00 cfs @ 12.05 hrs HW=189.33' TW=234.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 6.18" for 100-yr event Inflow=4.56 cfs @ 12.05 hrs, Volume=0.320 af Outflow=4.56 cfs @ 12.05 hrs, Volume=0.320 af, Atten= 0%, Lag= 0.0 min Primary=4.56 cfs @ 12.05 hrs, Volume=0.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 268.87' @ 12.19 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=163.25' TW=189.91' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 100-yr Rainfall=7.62"Existing Drainage_10-3-13 Printed 10/16/2013Prepared by Microsoft Page 125HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond OTF: OUTFALL Inflow Area =5.687 ac,75.77% Impervious, Inflow Depth > 6.22" for 100-yr event Inflow=42.31 cfs @ 12.04 hrs, Volume=2.948 af Primary=42.31 cfs @ 12.04 hrs, Volume=2.948 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 6.18" for 100-yr event Inflow=4.56 cfs @ 12.05 hrs, Volume=0.320 af Outflow=4.56 cfs @ 12.05 hrs, Volume=0.320 af, Atten= 0%, Lag= 0.0 min Primary=4.56 cfs @ 12.05 hrs, Volume=0.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 269.42' @ 12.24 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=148.19' TW=163.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) A-01 Area 01 A-02 Area 02 A-03 Area 03 A-04 Area 04 A-05 Area 05 A-06 Area 06 A-07 Area 07 A-08 Area 08 A-09 Area 09 A-10 Area 10 A-11 Area 11 A-12 Area 12 A-13 Area 13 A-14 Area 14 A-15 Area 15 A-16 Area 16 A-17 Area 17 A-18 Area 18 A-19 Area 19 A-20 Area 20 A-21 Area 21 A-22 Area 22 A-23 Area 23 A-24 Area 24 A-25 Area 25 A-27 Area 27 A-28 Area 28 A-29 Area 29 A-30 Area 30 A-31 Area 31 A-32 Area 32 A-33 Area 33 A-34 Area 34 A-35 Area 35 A-36 Area 36 23R Bordering Veg Swale Basin Infiltration Basin BR-1 Bioretention BR-2 Bioretention CB-P1CB CB-P1 CB-P10CB CB-P10 CB-P11CB CB-P11 CB-P12CB CB-P12 CB-P13CB CB-P13 CB-P14CB CB-P14 CB-P15CB CB-P15 CB-P16CB CB-P16 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-P23CB CB-P23 CB-P24CB CB-P24 CB-P4CB CB-P4 CB-P5CB CB-P5 CB-P6CB CB-P6 CB-P7CB CB-P7 CB-P8CB CB-P8 CB-P9CB CB-P9 DMH-P1CB DMH-P1 DMH-P10CB DMH-P10 DMH-P11CB DMH-P11 DMH-P12CB DMH-P12 DMH-P13CB DMH-P13 DMH-P14CB DMH-P14 DMH-P16CB DMH-P16 DMH-P17CB DMH-P17 DMH-P18CB DMH-P18 DMH-P2CB DMH-P2 DMH-P20CB DMH-P20 DMH-P21CB DMH-P21 DMH-P4CB DMH-P4 DMH-P5CB DMH-P5 DMH-P6CB DMH-P6 DMH-P7CB DMH-P7 DMH-P8CB DMH-P8 DMH-P9CB DMH-P9 DMH1CB DMH1 OTF-1 Outfall RD-1CB Roof Drain RD-2CB Roof Drain Wetland Adjacent Wetland 1L Existing Atwood Road Drainage 2L Swale Flows Drainage Diagram for Proposed Drainage_10-8-13Prepared by Microsoft, Printed 10/16/2013 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link 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 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 Existing Drainage Atwood Rd DrainagePrepared by Microsoft, Printed 10/16/2013 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link A-26 Area 26 A-26a Area 26A 17R Area 36A Swale 20R Area 26 Swale 21R Bordering Veg Swale 22R Bodering Veg Swale 24R (new Reach) Drainage Diagram for Proposed Swale LINKPrepared by Microsoft, Printed 10/16/2013 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=0.404 ac 0.00% Impervious Runoff Depth>1.01"Subcatchment A-01: Area 01 Flow Length=67' Tc=7.1 min CN=76 Runoff=0.44 cfs 0.034 af Runoff Area=0.580 ac 0.00% Impervious Runoff Depth>0.33"Subcatchment A-02: Area 02 Flow Length=97' Tc=8.3 min CN=60 Runoff=0.10 cfs 0.016 af Runoff Area=0.325 ac 0.00% Impervious Runoff Depth>0.33"Subcatchment A-03: Area 03 Flow Length=69' Tc=6.0 min CN=60 Runoff=0.06 cfs 0.009 af Runoff Area=0.260 ac 80.77% Impervious Runoff Depth>2.07"Subcatchment A-04: Area 04 Flow Length=191' Tc=2.5 min CN=91 Runoff=0.68 cfs 0.045 af Runoff Area=0.031 ac 87.10% Impervious Runoff Depth>2.25"Subcatchment A-05: Area 05 Flow Length=98' Tc=1.6 min CN=93 Runoff=0.09 cfs 0.006 af Runoff Area=0.030 ac 66.67% Impervious Runoff Depth>1.66"Subcatchment A-06: Area 06 Flow Length=54' Tc=0.8 min CN=86 Runoff=0.07 cfs 0.004 af Runoff Area=0.030 ac 33.33% Impervious Runoff Depth>0.86"Subcatchment A-07: Area 07 Flow Length=36' Tc=2.2 min CN=73 Runoff=0.03 cfs 0.002 af Runoff Area=0.480 ac 100.00% Impervious Runoff Depth>2.77"Subcatchment A-08: Area 08 Tc=5.0 min CN=98 Runoff=1.40 cfs 0.111 af Runoff Area=0.190 ac 84.21% Impervious Runoff Depth>2.16"Subcatchment A-09: Area 09 Flow Length=85' Slope=0.0100 '/' Tc=1.4 min CN=92 Runoff=0.52 cfs 0.034 af Runoff Area=0.390 ac 62.82% Impervious Runoff Depth>1.66"Subcatchment A-10: Area 10 Flow Length=398' Tc=4.6 min CN=86 Runoff=0.78 cfs 0.054 af Runoff Area=0.220 ac 81.82% Impervious Runoff Depth>2.07"Subcatchment A-11: Area 11 Flow Length=106' Tc=1.4 min CN=91 Runoff=0.58 cfs 0.038 af Runoff Area=0.199 ac 79.90% Impervious Runoff Depth>2.07"Subcatchment A-12: Area 12 Flow Length=87' Tc=1.2 min CN=91 Runoff=0.53 cfs 0.034 af Runoff Area=0.160 ac 56.25% Impervious Runoff Depth>1.38"Subcatchment A-13: Area 13 Flow Length=79' Tc=1.1 min CN=82 Runoff=0.28 cfs 0.018 af Runoff Area=0.043 ac 83.72% Impervious Runoff Depth>2.16"Subcatchment A-14: Area 14 Flow Length=63' Slope=0.0100 '/' Tc=1.1 min CN=92 Runoff=0.12 cfs 0.008 af Runoff Area=0.220 ac 95.45% Impervious Runoff Depth>2.55"Subcatchment A-15: Area 15 Flow Length=109' Tc=1.5 min CN=96 Runoff=0.67 cfs 0.047 af Runoff Area=0.250 ac 96.00% Impervious Runoff Depth>2.66"Subcatchment A-16: Area 16 Flow Length=113' Tc=1.6 min CN=97 Runoff=0.78 cfs 0.055 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.170 ac 94.12% Impervious Runoff Depth>2.55"Subcatchment A-17: Area 17 Flow Length=69' Tc=1.2 min CN=96 Runoff=0.53 cfs 0.036 af Runoff Area=0.160 ac 87.50% Impervious Runoff Depth>2.25"Subcatchment A-18: Area 18 Flow Length=86' Tc=1.4 min CN=93 Runoff=0.45 cfs 0.030 af Runoff Area=0.210 ac 66.67% Impervious Runoff Depth>1.82"Subcatchment A-19: Area 19 Flow Length=122' Tc=1.5 min CN=88 Runoff=0.49 cfs 0.032 af Runoff Area=0.200 ac 90.00% Impervious Runoff Depth>2.35"Subcatchment A-20: Area 20 Flow Length=89' Tc=1.5 min CN=94 Runoff=0.58 cfs 0.039 af Runoff Area=0.220 ac 90.91% Impervious Runoff Depth>2.45"Subcatchment A-21: Area 21 Flow Length=83' Tc=1.0 min CN=95 Runoff=0.67 cfs 0.045 af Runoff Area=0.220 ac 86.36% Impervious Runoff Depth>2.25"Subcatchment A-22: Area 22 Flow Length=81' Tc=1.2 min CN=93 Runoff=0.62 cfs 0.041 af Runoff Area=0.200 ac 85.00% Impervious Runoff Depth>2.16"Subcatchment A-23: Area 23 Flow Length=107' Tc=1.6 min CN=92 Runoff=0.54 cfs 0.036 af Runoff Area=0.090 ac 77.78% Impervious Runoff Depth>1.98"Subcatchment A-24: Area 24 Flow Length=84' Slope=0.0100 '/' Tc=1.4 min CN=90 Runoff=0.23 cfs 0.015 af Runoff Area=0.351 ac 100.00% Impervious Runoff Depth>2.77"Subcatchment A-25: Area 25 Tc=5.0 min CN=98 Runoff=1.03 cfs 0.081 af Runoff Area=0.342 ac 77.19% Impervious Runoff Depth>1.98"Subcatchment A-27: Area 27 Flow Length=145' Tc=1.6 min CN=90 Runoff=0.86 cfs 0.057 af Runoff Area=0.460 ac 80.43% Impervious Runoff Depth>2.07"Subcatchment A-28: Area 28 Flow Length=123' Tc=1.4 min CN=91 Runoff=1.21 cfs 0.079 af Runoff Area=0.300 ac 50.00% Impervious Runoff Depth>1.45"Subcatchment A-29: Area 29 Flow Length=280' Tc=3.5 min CN=83 Runoff=0.54 cfs 0.036 af Runoff Area=0.093 ac 100.00% Impervious Runoff Depth>2.77"Subcatchment A-30: Area 30 Tc=5.0 min CN=98 Runoff=0.27 cfs 0.021 af Runoff Area=0.030 ac 0.00% Impervious Runoff Depth>0.36"Subcatchment A-31: Area 31 Flow Length=432' Tc=4.5 min CN=61 Runoff=0.01 cfs 0.001 af Runoff Area=0.120 ac 75.00% Impervious Runoff Depth>1.90"Subcatchment A-32: Area 32 Flow Length=82' Tc=1.1 min CN=89 Runoff=0.29 cfs 0.019 af Runoff Area=0.120 ac 91.67% Impervious Runoff Depth>2.45"Subcatchment A-33: Area 33 Flow Length=68' Tc=0.9 min CN=95 Runoff=0.37 cfs 0.024 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>2.35"Subcatchment A-34: Area 34 Flow Length=51' Tc=0.9 min CN=94 Runoff=0.30 cfs 0.020 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.140 ac 92.86% Impervious Runoff Depth>2.45"Subcatchment A-35: Area 35 Flow Length=72' Tc=1.0 min CN=95 Runoff=0.43 cfs 0.029 af Runoff Area=0.070 ac 85.71% Impervious Runoff Depth>2.25"Subcatchment A-36: Area 36 Flow Length=55' Tc=0.8 min CN=93 Runoff=0.20 cfs 0.013 af Avg. Flow Depth=0.19' Max Vel=0.42 fps Inflow=0.41 cfs 0.055 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.40 cfs 0.055 af Peak Elev=113.57' Storage=15,043 cf Inflow=13.07 cfs 0.926 afPond Basin: Infiltration Basin cfs 0.278 af Primary=3.07 cfs 0.339 af Secondary=2.88 cfs 0.106 af Tertiary=0.00 cfs 0.000 af Outflow=6.25 cfs 0.723 af Peak Elev=119.44' Storage=1,574 cf Inflow=0.54 cfs 0.036 afPond BR-1: Bioretention Outflow=0.00 cfs 0.000 af Peak Elev=118.76' Storage=1,814 cf Inflow=0.78 cfs 0.054 afPond BR-2: Bioretention Outflow=0.04 cfs 0.013 af Peak Elev=119.30' Inflow=0.86 cfs 0.057 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=28.7' S=0.0105 '/' Outflow=0.86 cfs 0.057 af Peak Elev=116.80' Inflow=0.43 cfs 0.029 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.43 cfs 0.029 af Peak Elev=116.94' Inflow=0.78 cfs 0.055 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.78 cfs 0.055 af Peak Elev=117.72' Inflow=0.20 cfs 0.013 afPond CB-P12: CB-P12 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.20 cfs 0.013 af Peak Elev=117.90' Inflow=0.58 cfs 0.038 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=0.58 cfs 0.038 af Peak Elev=117.77' Inflow=0.54 cfs 0.036 afPond CB-P14: CB-P14 12.0" Round Culvert n=0.013 L=61.0' S=0.0230 '/' Outflow=0.54 cfs 0.036 af Peak Elev=116.83' Inflow=0.58 cfs 0.039 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=53.0' S=0.0085 '/' Outflow=0.58 cfs 0.039 af Peak Elev=117.90' Inflow=0.49 cfs 0.032 afPond CB-P16: CB-P16 12.0" Round Culvert n=0.013 L=5.0' S=0.3100 '/' Outflow=0.49 cfs 0.032 af Peak Elev=116.78' Inflow=0.45 cfs 0.030 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=49.0' S=0.0153 '/' Outflow=0.45 cfs 0.030 af Peak Elev=116.87' Inflow=0.67 cfs 0.047 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=50.0' S=0.0090 '/' Outflow=0.67 cfs 0.047 af Peak Elev=117.86' Inflow=0.53 cfs 0.034 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=67.0' S=0.0224 '/' Outflow=0.53 cfs 0.034 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=119.41' Inflow=1.21 cfs 0.079 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=13.5' S=0.0185 '/' Outflow=1.21 cfs 0.079 af Peak Elev=117.84' Inflow=0.12 cfs 0.008 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=9.0' S=0.1889 '/' Outflow=0.12 cfs 0.008 af Peak Elev=117.57' Inflow=0.52 cfs 0.034 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=7.0' S=0.0043 '/' Outflow=0.52 cfs 0.034 af Peak Elev=116.22' Inflow=0.68 cfs 0.045 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=7.0' S=0.0100 '/' Outflow=0.68 cfs 0.045 af Peak Elev=116.14' Inflow=0.07 cfs 0.004 afPond CB-P23: CB-P23 12.0" Round Culvert n=0.013 L=14.0' S=0.0857 '/' Outflow=0.07 cfs 0.004 af Peak Elev=115.66' Inflow=0.09 cfs 0.006 afPond CB-P24: CB-P24 12.0" Round Culvert n=0.013 L=33.0' S=0.0212 '/' Outflow=0.09 cfs 0.006 af Peak Elev=117.86' Inflow=0.29 cfs 0.019 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.29 cfs 0.019 af Peak Elev=118.23' Inflow=0.62 cfs 0.041 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=0.62 cfs 0.041 af Peak Elev=116.98' Inflow=0.37 cfs 0.024 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.37 cfs 0.024 af Peak Elev=117.15' Inflow=0.67 cfs 0.045 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.67 cfs 0.045 af Peak Elev=116.78' Inflow=0.30 cfs 0.020 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.30 cfs 0.020 af Peak Elev=116.89' Inflow=0.53 cfs 0.036 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.53 cfs 0.036 af Peak Elev=118.60' Inflow=2.30 cfs 0.157 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=194.0' S=0.0077 '/' Outflow=2.30 cfs 0.157 af Peak Elev=115.58' Inflow=5.28 cfs 0.375 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=70.0' S=0.0057 '/' Outflow=5.28 cfs 0.375 af Peak Elev=115.17' Inflow=6.56 cfs 0.464 afPond DMH-P11: DMH-P11 24.0" Round Culvert n=0.013 L=75.0' S=0.0067 '/' Outflow=6.56 cfs 0.464 af Peak Elev=115.75' Inflow=5.26 cfs 0.355 afPond DMH-P12: DMH-P12 24.0" Round Culvert n=0.013 L=74.5' S=0.0050 '/' Outflow=5.26 cfs 0.355 af Peak Elev=115.26' Inflow=5.26 cfs 0.355 afPond DMH-P13: DMH-P13 24.0" Round Culvert n=0.013 L=107.0' S=0.0050 '/' Outflow=5.26 cfs 0.355 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.61' Inflow=5.89 cfs 0.400 afPond DMH-P14: DMH-P14 30.0" Round Culvert n=0.013 L=56.0' S=0.0050 '/' Outflow=5.89 cfs 0.400 af Peak Elev=111.41' Inflow=7.77 cfs 0.684 afPond DMH-P16: DMH-P16 18.0" Round Culvert n=0.012 L=103.0' S=0.0150 '/' Outflow=7.77 cfs 0.684 af Peak Elev=118.98' Inflow=1.11 cfs 0.078 afPond DMH-P17: DMH-P17 12.0" Round Culvert n=0.013 L=28.0' S=0.0161 '/' Outflow=1.11 cfs 0.078 af Peak Elev=117.51' Inflow=1.40 cfs 0.111 afPond DMH-P18: DMH-P18 18.0" Round Culvert n=0.013 L=61.0' S=0.0115 '/' Outflow=1.40 cfs 0.111 af Peak Elev=117.09' Inflow=3.25 cfs 0.238 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=217.0' S=0.0055 '/' Outflow=3.25 cfs 0.238 af Peak Elev=114.59' Inflow=6.84 cfs 0.483 afPond DMH-P20: DMH-P20 24.0" Round Culvert n=0.013 L=153.0' S=0.0052 '/' Outflow=6.84 cfs 0.483 af Peak Elev=113.79' Inflow=6.99 cfs 0.493 afPond DMH-P21: DMH-P21 24.0" Round Culvert n=0.013 L=99.0' S=0.0051 '/' Outflow=6.99 cfs 0.493 af Peak Elev=117.71' Inflow=0.92 cfs 0.060 afPond DMH-P4: DMH-P4 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=0.92 cfs 0.060 af Peak Elev=116.94' Inflow=1.95 cfs 0.130 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=59.0' S=0.0051 '/' Outflow=1.95 cfs 0.130 af Peak Elev=116.72' Inflow=2.77 cfs 0.185 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=2.77 cfs 0.185 af Peak Elev=116.50' Inflow=3.97 cfs 0.269 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=3.97 cfs 0.269 af Peak Elev=116.19' Inflow=4.75 cfs 0.321 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=78.0' S=0.0050 '/' Outflow=4.75 cfs 0.321 af Peak Elev=116.06' Inflow=4.84 cfs 0.345 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=79.0' S=0.0063 '/' Outflow=4.84 cfs 0.345 af Peak Elev=114.19' Inflow=5.32 cfs 0.345 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=5.32 cfs 0.345 af Inflow=7.77 cfs 0.684 afPond OTF-1: Outfall Primary=7.77 cfs 0.684 af Peak Elev=121.29' Inflow=0.27 cfs 0.021 afPond RD-1: Roof Drain 12.0" Round Culvert n=0.013 L=146.0' S=0.0175 '/' Outflow=0.27 cfs 0.021 af Peak Elev=119.85' Inflow=1.03 cfs 0.081 afPond RD-2: Roof Drain 12.0" Round Culvert n=0.013 L=57.0' S=0.0342 '/' Outflow=1.03 cfs 0.081 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=11.63 cfs 0.985 afPond Wetland: Adjacent Wetland Primary=11.63 cfs 0.985 af 2-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=5.28 cfs 0.343 afLink Area= 2.277 ac 65.92% Imperv. Primary=5.28 cfs 0.343 af 2-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Inflow=0.37 cfs 0.046 afLink 2L: Swale Area= 0.369 ac 65.85% Imperv. Primary=0.37 cfs 0.046 af Total Runoff Area = 7.408 ac Runoff Volume = 1.170 af Average Runoff Depth = 1.90" 32.17% Pervious = 2.383 ac 67.83% Impervious = 5.025 ac Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-01: Area 01 Runoff=0.44 cfs @ 12.11 hrs, Volume=0.034 af, Depth>1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.24561>75% Grass cover, Good, HSG B 0.15998Water Surface, 0% imp, HSG B 0.40476Weighted Average 0.404100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.740.02500.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.5330.03000.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 7.167Total Summary for Subcatchment A-02: Area 02 Runoff=0.10 cfs @ 12.22 hrs, Volume=0.016 af, Depth>0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.17661>75% Grass cover, Good, HSG B 0.40460Woods, Fair, HSG B 0.58060Weighted Average 0.580100.00% Pervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8100.10000.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6170.05900.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1200.20000.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9200.05000.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.397Total Summary for Subcatchment A-03: Area 03 Runoff=0.06 cfs @ 12.16 hrs, Volume=0.009 af, Depth>0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.15061>75% Grass cover, Good, HSG B 0.17560Woods, Fair, HSG B 0.32560Weighted Average 0.325100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8180.33300.36 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.8190.05300.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.4320.03100.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 6.069Total Summary for Subcatchment A-04: Area 04 Runoff=0.68 cfs @ 12.04 hrs, Volume=0.045 af, Depth>2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.21098Paved parking, HSG B 0.05061>75% Grass cover, Good, HSG B 0.26091Weighted Average 0.05019.23% Pervious Area 0.21080.77% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4270.01901.01 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4730.00800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5550.00801.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2360.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5191Total Summary for Subcatchment A-05: Area 05 Runoff=0.09 cfs @ 12.03 hrs, Volume=0.006 af, Depth>2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.02798Paved parking, HSG B 0.00461>75% Grass cover, Good, HSG B 0.03193Weighted Average 0.00412.90% Pervious Area 0.02787.10% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.1700.01401.08 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.02601.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.698Total Summary for Subcatchment A-06: Area 06 Runoff=0.07 cfs @ 12.01 hrs, Volume=0.004 af, Depth>1.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.02098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.03086Weighted Average 0.01033.33% Pervious Area 0.02066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.854Total Summary for Subcatchment A-07: Area 07 Runoff=0.03 cfs @ 12.05 hrs, Volume=0.002 af, Depth>0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.01098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.03073Weighted Average 0.02066.67% Pervious Area 0.01033.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.650.05000.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.230.33000.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.3180.11000.23 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1100.05001.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.236Total Summary for Subcatchment A-08: Area 08 Runoff=1.40 cfs @ 12.07 hrs, Volume=0.111 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.48098Roofs, HSG B 0.480100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-09: Area 09 Runoff=0.52 cfs @ 12.02 hrs, Volume=0.034 af, Depth>2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.19092Weighted Average 0.03015.79% Pervious Area 0.16084.21% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4850.01000.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-10: Area 10 Runoff=0.78 cfs @ 12.07 hrs, Volume=0.054 af, Depth>1.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.24598Paved parking, HSG B 0.13161>75% Grass cover, Good, HSG B 0.01498Water Surface, 0% imp, HSG B 0.39086Weighted Average 0.14537.18% Pervious Area 0.24562.82% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6840.00700.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.61540.00601.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4650.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0950.01101.57 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.6398Total Summary for Subcatchment A-11: Area 11 Runoff=0.58 cfs @ 12.02 hrs, Volume=0.038 af, Depth>2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.22091Weighted Average 0.04018.18% Pervious Area 0.18081.82% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.0650.01501.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1150.01701.96 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.4106Total Summary for Subcatchment A-12: Area 12 Runoff=0.53 cfs @ 12.02 hrs, Volume=0.034 af, Depth>2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.15998Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.19991Weighted Average 0.04020.10% Pervious Area 0.15979.90% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.287Total Summary for Subcatchment A-13: Area 13 Runoff=0.28 cfs @ 12.02 hrs, Volume=0.018 af, Depth>1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.07061>75% Grass cover, Good, HSG B 0.16082Weighted Average 0.07043.75% Pervious Area 0.09056.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.03001.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.179Total Summary for Subcatchment A-14: Area 14 Runoff=0.12 cfs @ 12.02 hrs, Volume=0.008 af, Depth>2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.03698Paved parking, HSG B 0.00761>75% Grass cover, Good, HSG B 0.04392Weighted Average 0.00716.28% Pervious Area 0.03683.72% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1630.01000.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-15: Area 15 Runoff=0.67 cfs @ 12.02 hrs, Volume=0.047 af, Depth>2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.21098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.22096Weighted Average 0.0104.55% Pervious Area 0.21095.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7570.02501.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5109Total Summary for Subcatchment A-16: Area 16 Runoff=0.78 cfs @ 12.02 hrs, Volume=0.055 af, Depth>2.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.24098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.25097Weighted Average 0.0104.00% Pervious Area 0.24096.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6113Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-17: Area 17 Runoff=0.53 cfs @ 12.02 hrs, Volume=0.036 af, Depth>2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.17096Weighted Average 0.0105.88% Pervious Area 0.16094.12% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6370.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.269Total Summary for Subcatchment A-18: Area 18 Runoff=0.45 cfs @ 12.02 hrs, Volume=0.030 af, Depth>2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.14098Unconnected pavement, HSG B 0.02061>75% Grass cover, Good, HSG B 0.16093Weighted Average 0.02012.50% Pervious Area 0.14087.50% Impervious Area 0.140100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8540.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.486Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-19: Area 19 Runoff=0.49 cfs @ 12.03 hrs, Volume=0.032 af, Depth>1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.14098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.21088Weighted Average 0.07033.33% Pervious Area 0.14066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9600.01701.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5400.02501.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1220.02303.08 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5122Total Summary for Subcatchment A-20: Area 20 Runoff=0.58 cfs @ 12.02 hrs, Volume=0.039 af, Depth>2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.20094Weighted Average 0.02010.00% Pervious Area 0.18090.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9570.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.589Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-21: Area 21 Runoff=0.67 cfs @ 12.01 hrs, Volume=0.045 af, Depth>2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.20098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.22095Weighted Average 0.0209.09% Pervious Area 0.20090.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5480.03601.47 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.083Total Summary for Subcatchment A-22: Area 22 Runoff=0.62 cfs @ 12.02 hrs, Volume=0.041 af, Depth>2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.19098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.22093Weighted Average 0.03013.64% Pervious Area 0.19086.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5300.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.281Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-23: Area 23 Runoff=0.54 cfs @ 12.03 hrs, Volume=0.036 af, Depth>2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.20092Weighted Average 0.03015.00% Pervious Area 0.17085.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9560.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6107Total Summary for Subcatchment A-24: Area 24 Runoff=0.23 cfs @ 12.02 hrs, Volume=0.015 af, Depth>1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.07098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.09090Weighted Average 0.02022.22% Pervious Area 0.07077.78% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4840.01000.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-25: Area 25 Runoff=1.03 cfs @ 12.07 hrs, Volume=0.081 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.35198Roofs, HSG B 0.351100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Summary for Subcatchment A-27: Area 27 Runoff=0.86 cfs @ 12.03 hrs, Volume=0.057 af, Depth>1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.26498Paved parking, HSG B 0.07861>75% Grass cover, Good, HSG B 0.34290Weighted Average 0.07822.81% Pervious Area 0.26477.19% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.090.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6145Total Summary for Subcatchment A-28: Area 28 Runoff=1.21 cfs @ 12.02 hrs, Volume=0.079 af, Depth>2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.37098Paved parking, HSG B 0.09061>75% Grass cover, Good, HSG B 0.46091Weighted Average 0.09019.57% Pervious Area 0.37080.43% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8530.01901.16 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4300.03301.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4123Total Summary for Subcatchment A-29: Area 29 Runoff=0.54 cfs @ 12.06 hrs, Volume=0.036 af, Depth>1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.15098Paved parking, HSG B 0.12161>75% Grass cover, Good, HSG B 0.02998Water Surface, 0% imp, HSG B 0.30083Weighted Average 0.15050.00% Pervious Area 0.15050.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9470.01000.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.81000.01002.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0110.09104.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1720.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.5280Total Summary for Subcatchment A-30: Area 30 Runoff=0.27 cfs @ 12.07 hrs, Volume=0.021 af, Depth>2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.09398Roofs, HSG B 0.093100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-31: Area 31 Runoff=0.01 cfs @ 12.12 hrs, Volume=0.001 af, Depth>0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.03061>75% Grass cover, Good, HSG B 0.030100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0180.03800.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.5630.00500.70 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.03510.01906.003.27 Pipe Channel, 10.0" Round Area= 0.5 sf Perim= 2.6' r= 0.21' n= 0.012 Concrete pipe, finished 4.5432Total Summary for Subcatchment A-32: Area 32 Runoff=0.29 cfs @ 12.02 hrs, Volume=0.019 af, Depth>1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.12089Weighted Average 0.03025.00% Pervious Area 0.09075.00% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-33: Area 33 Runoff=0.37 cfs @ 12.01 hrs, Volume=0.024 af, Depth>2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.11098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.12095Weighted Average 0.0108.33% Pervious Area 0.11091.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6490.02701.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.968Total Summary for Subcatchment A-34: Area 34 Runoff=0.30 cfs @ 12.01 hrs, Volume=0.020 af, Depth>2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.10094Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01500.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.951Total Summary for Subcatchment A-35: Area 35 Runoff=0.43 cfs @ 12.01 hrs, Volume=0.029 af, Depth>2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.14095Weighted Average 0.0107.14% Pervious Area 0.13092.86% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7560.02301.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3160.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.072Total Summary for Subcatchment A-36: Area 36 Runoff=0.20 cfs @ 12.01 hrs, Volume=0.013 af, Depth>2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.06098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.07093Weighted Average 0.01014.29% Pervious Area 0.06085.71% Impervious Area Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3240.04601.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5310.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.855Total Summary for Reach 23R: Bordering Veg Swale Inflow Area =0.694 ac,35.01% Impervious, Inflow Depth > 0.95" for 2-Year event Inflow=0.41 cfs @ 12.40 hrs, Volume=0.055 af Outflow=0.40 cfs @ 12.46 hrs, Volume=0.055 af, Atten= 4%, Lag= 3.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.42 fps, Min. Travel Time= 7.9 min Avg. Velocity = 0.22 fps, Avg. Travel Time= 15.5 min Peak Storage= 188 cf @ 12.46 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond Basin: Infiltration Basin Inflow Area =5.483 ac,76.97% Impervious, Inflow Depth > 2.03" for 2-Year event Inflow=13.07 cfs @ 12.03 hrs, Volume=0.926 af Outflow=6.25 cfs @ 12.17 hrs, Volume=0.723 af, Atten= 52%, Lag= 8.6 min Discarded=0.29 cfs @ 12.17 hrs, Volume=0.278 af Primary=3.07 cfs @ 12.15 hrs, Volume=0.339 af Secondary=2.88 cfs @ 12.17 hrs, Volume=0.106 af Tertiary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 113.57' @ 12.17 hrs Surf.Area= 7,134 sf Storage= 15,043 cf Flood Elev= 116.00' Surf.Area= 10,891 sf Storage= 36,829 cf Plug-Flow detention time= 154.6 min calculated for 0.723 af (78% of inflow) Center-of-Mass det. time= 74.0 min ( 864.1 - 790.1 ) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1110.50'36,829 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 110.5022200 111.003,8951,0291,029 112.005,0804,4885,517 112.255,3911,3096,826 112.505,7091,3888,213 112.756,0331,4689,681 113.006,3631,55011,230 113.507,0423,35114,582 114.007,7473,69718,279 115.009,2318,48926,768 116.0010,89110,06136,829 DeviceRouting InvertOutlet Devices #1Discarded110.50'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2Primary112.00'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0238 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3Device 2112.75'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #4Device 2115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5Tertiary116.00'6.0' 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 #6Secondary113.00'24.0" Round Culvert X 2.00 L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0066 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #7Primary115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.29 cfs @ 12.17 hrs HW=113.56' (Free Discharge) 1=Exfiltration ( Controls 0.29 cfs) Primary OutFlow Max=3.07 cfs @ 12.15 hrs HW=113.56' TW=111.24' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.07 cfs @ 3.92 fps) 3=Orifice/Grate (Passes 3.07 cfs of 3.51 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 7=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=2.83 cfs @ 12.17 hrs HW=113.56' TW=0.00' (Dynamic Tailwater) 6=Culvert (Barrel Controls 2.83 cfs @ 2.95 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=110.50' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR-1: Bioretention Inflow Area =0.300 ac,50.00% Impervious, Inflow Depth > 1.45" for 2-Year event Inflow=0.54 cfs @ 12.06 hrs, Volume=0.036 af Outflow=0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.44' @ 24.00 hrs Surf.Area= 585 sf Storage= 1,574 cf Flood Elev= 121.30' Surf.Area= 1,585 sf Storage= 3,257 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) VolumeInvertAvail.StorageStorage Description #1116.75'3,257 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 116.7558500 119.755851,7551,755 120.006071491,904 121.001,2499282,832 121.301,5854253,257 DeviceRouting InvertOutlet Devices #1Primary116.65'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.65' / 116.30' S= 0.0095 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1120.75'24.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=116.75' TW=116.20' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 0.03 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BR-2: Bioretention Inflow Area =0.390 ac,62.82% Impervious, Inflow Depth > 1.66" for 2-Year event Inflow=0.78 cfs @ 12.07 hrs, Volume=0.054 af Outflow=0.04 cfs @ 15.21 hrs, Volume=0.013 af, Atten= 95%, Lag= 188.2 min Primary=0.04 cfs @ 15.21 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.76' @ 15.21 hrs Surf.Area= 1,498 sf Storage= 1,814 cf Flood Elev= 119.00' Surf.Area= 1,744 sf Storage= 2,200 cf Plug-Flow detention time= 420.3 min calculated for 0.013 af (23% of inflow) Center-of-Mass det. time= 281.3 min ( 1,105.0 - 823.7 ) VolumeInvertAvail.StorageStorage Description #1114.75'2,680 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 114.7528300 117.75283849849 118.00709124973 119.001,7441,2272,200 119.252,1014812,680 DeviceRouting InvertOutlet Devices #1Primary117.00'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.65' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1118.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 15.21 hrs HW=118.76' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.03 cfs of 3.35 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.03 cfs @ 0.36 fps) Summary for Pond CB-P1: CB-P1 Inflow Area =0.342 ac,77.19% Impervious, Inflow Depth > 1.98" for 2-Year event Inflow=0.86 cfs @ 12.03 hrs, Volume=0.057 af Outflow=0.86 cfs @ 12.03 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Primary=0.86 cfs @ 12.03 hrs, Volume=0.057 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.30' @ 12.04 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC L= 28.7' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.45' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.78 cfs @ 12.03 hrs HW=119.29' TW=118.96' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.78 cfs @ 2.64 fps) Summary for Pond CB-P10: CB-P10 Inflow Area =0.140 ac,92.86% Impervious, Inflow Depth > 2.45" for 2-Year event Inflow=0.43 cfs @ 12.01 hrs, Volume=0.029 af Outflow=0.43 cfs @ 12.01 hrs, Volume=0.029 af, Atten= 0%, Lag= 0.0 min Primary=0.43 cfs @ 12.01 hrs, Volume=0.029 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.80' @ 12.01 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.41 cfs @ 12.01 hrs HW=116.79' TW=116.44' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.41 cfs @ 2.16 fps) Summary for Pond CB-P11: CB-P11 Inflow Area =0.250 ac,96.00% Impervious, Inflow Depth > 2.66" for 2-Year event Inflow=0.78 cfs @ 12.02 hrs, Volume=0.055 af Outflow=0.78 cfs @ 12.02 hrs, Volume=0.055 af, Atten= 0%, Lag= 0.0 min Primary=0.78 cfs @ 12.02 hrs, Volume=0.055 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.94' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.74 cfs @ 12.02 hrs HW=116.93' TW=116.46' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.74 cfs @ 2.57 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P12: CB-P12 Inflow Area =0.070 ac,85.71% Impervious, Inflow Depth > 2.25" for 2-Year event Inflow=0.20 cfs @ 12.01 hrs, Volume=0.013 af Outflow=0.20 cfs @ 12.01 hrs, Volume=0.013 af, Atten= 0%, Lag= 0.0 min Primary=0.20 cfs @ 12.01 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.72' @ 12.01 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.28' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.19 cfs @ 12.01 hrs HW=117.71' TW=116.13' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.19 cfs @ 1.79 fps) Summary for Pond CB-P13: CB-P13 Inflow Area =0.220 ac,81.82% Impervious, Inflow Depth > 2.07" for 2-Year event Inflow=0.58 cfs @ 12.02 hrs, Volume=0.038 af Outflow=0.58 cfs @ 12.02 hrs, Volume=0.038 af, Atten= 0%, Lag= 0.0 min Primary=0.58 cfs @ 12.02 hrs, Volume=0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.90' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.04' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.55 cfs @ 12.02 hrs HW=117.89' TW=116.15' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.55 cfs @ 2.42 fps) Summary for Pond CB-P14: CB-P14 Inflow Area =0.200 ac,85.00% Impervious, Inflow Depth > 2.16" for 2-Year event Inflow=0.54 cfs @ 12.03 hrs, Volume=0.036 af Outflow=0.54 cfs @ 12.03 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Primary=0.54 cfs @ 12.03 hrs, Volume=0.036 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.77' @ 12.03 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.35'12.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.35' / 115.95' S= 0.0230 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.52 cfs @ 12.03 hrs HW=117.76' TW=116.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.52 cfs @ 1.72 fps) Summary for Pond CB-P15: CB-P15 Inflow Area =0.200 ac,90.00% Impervious, Inflow Depth > 2.35" for 2-Year event Inflow=0.58 cfs @ 12.02 hrs, Volume=0.039 af Outflow=0.58 cfs @ 12.02 hrs, Volume=0.039 af, Atten= 0%, Lag= 0.0 min Primary=0.58 cfs @ 12.02 hrs, Volume=0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.83' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 53.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0085 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.55 cfs @ 12.02 hrs HW=116.82' TW=115.99' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.55 cfs @ 1.75 fps) Summary for Pond CB-P16: CB-P16 Inflow Area =0.210 ac,66.67% Impervious, Inflow Depth > 1.82" for 2-Year event Inflow=0.49 cfs @ 12.03 hrs, Volume=0.032 af Outflow=0.49 cfs @ 12.03 hrs, Volume=0.032 af, Atten= 0%, Lag= 0.0 min Primary=0.49 cfs @ 12.03 hrs, Volume=0.032 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.90' @ 12.03 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary117.50'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.50' / 115.95' S= 0.3100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.47 cfs @ 12.03 hrs HW=117.89' TW=116.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.47 cfs @ 1.67 fps) Summary for Pond CB-P17: CB-P17 Inflow Area =0.160 ac,87.50% Impervious, Inflow Depth > 2.25" for 2-Year event Inflow=0.45 cfs @ 12.02 hrs, Volume=0.030 af Outflow=0.45 cfs @ 12.02 hrs, Volume=0.030 af, Atten= 0%, Lag= 0.0 min Primary=0.45 cfs @ 12.02 hrs, Volume=0.030 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.78' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 49.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.65' S= 0.0153 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.43 cfs @ 12.02 hrs HW=116.77' TW=115.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.43 cfs @ 1.63 fps) Summary for Pond CB-P18: CB-P18 Inflow Area =0.220 ac,95.45% Impervious, Inflow Depth > 2.55" for 2-Year event Inflow=0.67 cfs @ 12.02 hrs, Volume=0.047 af Outflow=0.67 cfs @ 12.02 hrs, Volume=0.047 af, Atten= 0%, Lag= 0.0 min Primary=0.67 cfs @ 12.02 hrs, Volume=0.047 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.87' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0090 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.64 cfs @ 12.02 hrs HW=116.86' TW=115.10' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.64 cfs @ 1.82 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area =0.199 ac,79.90% Impervious, Inflow Depth > 2.07" for 2-Year event Inflow=0.53 cfs @ 12.02 hrs, Volume=0.034 af Outflow=0.53 cfs @ 12.02 hrs, Volume=0.034 af, Atten= 0%, Lag= 0.0 min Primary=0.53 cfs @ 12.02 hrs, Volume=0.034 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.86' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 115.95' S= 0.0224 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.50 cfs @ 12.02 hrs HW=117.85' TW=115.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.50 cfs @ 1.70 fps) Summary for Pond CB-P2: CB-P2 Inflow Area =0.460 ac,80.43% Impervious, Inflow Depth > 2.07" for 2-Year event Inflow=1.21 cfs @ 12.02 hrs, Volume=0.079 af Outflow=1.21 cfs @ 12.02 hrs, Volume=0.079 af, Atten= 0%, Lag= 0.0 min Primary=1.21 cfs @ 12.02 hrs, Volume=0.079 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.41' @ 12.02 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.50' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.15 cfs @ 12.02 hrs HW=119.39' TW=118.58' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.15 cfs @ 2.16 fps) Summary for Pond CB-P20: CB-P20 Inflow Area =0.043 ac,83.72% Impervious, Inflow Depth > 2.16" for 2-Year event Inflow=0.12 cfs @ 12.02 hrs, Volume=0.008 af Outflow=0.12 cfs @ 12.02 hrs, Volume=0.008 af, Atten= 0%, Lag= 0.0 min Primary=0.12 cfs @ 12.02 hrs, Volume=0.008 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.84' @ 12.02 hrs Flood Elev= 120.65' DeviceRouting InvertOutlet Devices #1Primary117.65'12.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.65' / 115.95' S= 0.1889 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.11 cfs @ 12.02 hrs HW=117.83' TW=115.08' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.11 cfs @ 1.15 fps) Summary for Pond CB-P21: CB-P21 Inflow Area =0.190 ac,84.21% Impervious, Inflow Depth > 2.16" for 2-Year event Inflow=0.52 cfs @ 12.02 hrs, Volume=0.034 af Outflow=0.52 cfs @ 12.02 hrs, Volume=0.034 af, Atten= 0%, Lag= 0.0 min Primary=0.52 cfs @ 12.02 hrs, Volume=0.034 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.57' @ 12.02 hrs Flood Elev= 120.10' DeviceRouting InvertOutlet Devices #1Primary117.10'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 117.07' S= 0.0043 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.49 cfs @ 12.02 hrs HW=117.56' TW=115.72' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.49 cfs @ 2.05 fps) Summary for Pond CB-P22: CB-P22 Inflow Area =0.260 ac,80.77% Impervious, Inflow Depth > 2.07" for 2-Year event Inflow=0.68 cfs @ 12.04 hrs, Volume=0.045 af Outflow=0.68 cfs @ 12.04 hrs, Volume=0.045 af, Atten= 0%, Lag= 0.0 min Primary=0.68 cfs @ 12.04 hrs, Volume=0.045 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.22' @ 12.04 hrs Flood Elev= 118.70' DeviceRouting InvertOutlet Devices #1Primary115.70'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.70' / 115.63' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.66 cfs @ 12.04 hrs HW=116.21' TW=114.56' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.66 cfs @ 2.41 fps) Summary for Pond CB-P23: CB-P23 Inflow Area =0.030 ac,66.67% Impervious, Inflow Depth > 1.66" for 2-Year event Inflow=0.07 cfs @ 12.01 hrs, Volume=0.004 af Outflow=0.07 cfs @ 12.01 hrs, Volume=0.004 af, Atten= 0%, Lag= 0.0 min Primary=0.07 cfs @ 12.01 hrs, Volume=0.004 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.14' @ 12.01 hrs Flood Elev= 119.00' DeviceRouting InvertOutlet Devices #1Primary116.00'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.00' / 114.80' S= 0.0857 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.06 cfs @ 12.01 hrs HW=116.14' TW=113.68' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.06 cfs @ 0.99 fps) Summary for Pond CB-P24: CB-P24 Inflow Area =0.031 ac,87.10% Impervious, Inflow Depth > 2.25" for 2-Year event Inflow=0.09 cfs @ 12.03 hrs, Volume=0.006 af Outflow=0.09 cfs @ 12.03 hrs, Volume=0.006 af, Atten= 0%, Lag= 0.0 min Primary=0.09 cfs @ 12.03 hrs, Volume=0.006 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.66' @ 12.03 hrs Flood Elev= 118.50' DeviceRouting InvertOutlet Devices #1Primary115.50'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.50' / 114.80' S= 0.0212 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.08 cfs @ 12.03 hrs HW=115.66' TW=113.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.08 cfs @ 1.06 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area =0.120 ac,75.00% Impervious, Inflow Depth > 1.90" for 2-Year event Inflow=0.29 cfs @ 12.02 hrs, Volume=0.019 af Outflow=0.29 cfs @ 12.02 hrs, Volume=0.019 af, Atten= 0%, Lag= 0.0 min Primary=0.29 cfs @ 12.02 hrs, Volume=0.019 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.86' @ 12.04 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.51'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.51' / 117.34' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.24 cfs @ 12.02 hrs HW=117.85' TW=117.69' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.24 cfs @ 1.57 fps) Summary for Pond CB-P5: CB-P5 Inflow Area =0.220 ac,86.36% Impervious, Inflow Depth > 2.25" for 2-Year event Inflow=0.62 cfs @ 12.02 hrs, Volume=0.041 af Outflow=0.62 cfs @ 12.02 hrs, Volume=0.041 af, Atten= 0%, Lag= 0.0 min Primary=0.62 cfs @ 12.02 hrs, Volume=0.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.23' @ 12.02 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.75'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.75' / 117.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.60 cfs @ 12.02 hrs HW=118.21' TW=117.69' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.60 cfs @ 2.45 fps) Summary for Pond CB-P6: CB-P6 Inflow Area =0.120 ac,91.67% Impervious, Inflow Depth > 2.45" for 2-Year event Inflow=0.37 cfs @ 12.01 hrs, Volume=0.024 af Outflow=0.37 cfs @ 12.01 hrs, Volume=0.024 af, Atten= 0%, Lag= 0.0 min Primary=0.37 cfs @ 12.01 hrs, Volume=0.024 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.98' @ 12.08 hrs Flood Elev= 119.70' DeviceRouting InvertOutlet Devices #1Primary116.46'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.46' / 116.29' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.06 cfs @ 12.01 hrs HW=116.91' TW=116.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.06 cfs @ 0.24 fps) Summary for Pond CB-P7: CB-P7 Inflow Area =0.220 ac,90.91% Impervious, Inflow Depth > 2.45" for 2-Year event Inflow=0.67 cfs @ 12.01 hrs, Volume=0.045 af Outflow=0.67 cfs @ 12.01 hrs, Volume=0.045 af, Atten= 0%, Lag= 0.0 min Primary=0.67 cfs @ 12.01 hrs, Volume=0.045 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.15' @ 12.04 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.60'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.60' / 116.29' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.52 cfs @ 12.01 hrs HW=117.13' TW=116.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 1.80 fps) Summary for Pond CB-P8: CB-P8 Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 2.35" for 2-Year event Inflow=0.30 cfs @ 12.01 hrs, Volume=0.020 af Outflow=0.30 cfs @ 12.01 hrs, Volume=0.020 af, Atten= 0%, Lag= 0.0 min Primary=0.30 cfs @ 12.01 hrs, Volume=0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.78' @ 12.07 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.16 cfs @ 12.01 hrs HW=116.74' TW=116.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.16 cfs @ 1.03 fps) Summary for Pond CB-P9: CB-P9 Inflow Area =0.170 ac,94.12% Impervious, Inflow Depth > 2.55" for 2-Year event Inflow=0.53 cfs @ 12.02 hrs, Volume=0.036 af Outflow=0.53 cfs @ 12.02 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Primary=0.53 cfs @ 12.02 hrs, Volume=0.036 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.89' @ 12.05 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.38 cfs @ 12.02 hrs HW=116.86' TW=116.68' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.38 cfs @ 1.59 fps) Summary for Pond DMH-P1: DMH-P1 Inflow Area =0.895 ac,81.23% Impervious, Inflow Depth > 2.11" for 2-Year event Inflow=2.30 cfs @ 12.03 hrs, Volume=0.157 af Outflow=2.30 cfs @ 12.03 hrs, Volume=0.157 af, Atten= 0%, Lag= 0.0 min Primary=2.30 cfs @ 12.03 hrs, Volume=0.157 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.60' @ 12.03 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary117.80'18.0" Round Culvert L= 194.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.80' / 116.30' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.21 cfs @ 12.03 hrs HW=118.58' TW=117.06' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.21 cfs @ 2.37 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 Inflow Area =2.316 ac,80.22% Impervious, Inflow Depth > 1.94" for 2-Year event Inflow=5.28 cfs @ 12.04 hrs, Volume=0.375 af Outflow=5.28 cfs @ 12.04 hrs, Volume=0.375 af, Atten= 0%, Lag= 0.0 min Primary=5.28 cfs @ 12.04 hrs, Volume=0.375 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.58' @ 12.06 hrs Flood Elev= 121.50' DeviceRouting InvertOutlet Devices #1Primary114.30'24.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.30' / 113.90' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.31 cfs @ 12.04 hrs HW=115.53' TW=115.13' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.31 cfs @ 3.03 fps) Summary for Pond DMH-P11: DMH-P11 Inflow Area =2.778 ac,81.46% Impervious, Inflow Depth > 2.01" for 2-Year event Inflow=6.56 cfs @ 12.03 hrs, Volume=0.464 af Outflow=6.56 cfs @ 12.03 hrs, Volume=0.464 af, Atten= 0%, Lag= 0.0 min Primary=6.56 cfs @ 12.03 hrs, Volume=0.464 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.17' @ 12.05 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary113.80'24.0" Round Culvert L= 75.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.80' / 113.30' S= 0.0067 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.60 cfs @ 12.03 hrs HW=115.12' TW=114.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.60 cfs @ 3.60 fps) Summary for Pond DMH-P12: DMH-P12 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 2.34" for 2-Year event Inflow=5.26 cfs @ 12.02 hrs, Volume=0.355 af Outflow=5.26 cfs @ 12.02 hrs, Volume=0.355 af, Atten= 0%, Lag= 0.0 min Primary=5.26 cfs @ 12.02 hrs, Volume=0.355 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 115.75' @ 12.03 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary114.52'24.0" Round Culvert L= 74.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.52' / 114.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.51 cfs @ 12.02 hrs HW=115.72' TW=115.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.51 cfs @ 3.31 fps) Summary for Pond DMH-P13: DMH-P13 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 2.34" for 2-Year event Inflow=5.26 cfs @ 12.02 hrs, Volume=0.355 af Outflow=5.26 cfs @ 12.02 hrs, Volume=0.355 af, Atten= 0%, Lag= 0.0 min Primary=5.26 cfs @ 12.02 hrs, Volume=0.355 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.26' @ 12.03 hrs Flood Elev= 120.55' DeviceRouting InvertOutlet Devices #1Primary114.05'24.0" Round Culvert L= 107.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.05' / 113.52' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.62 cfs @ 12.02 hrs HW=115.22' TW=114.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.62 cfs @ 3.49 fps) Summary for Pond DMH-P14: DMH-P14 Inflow Area =2.080 ac,87.50% Impervious, Inflow Depth > 2.31" for 2-Year event Inflow=5.89 cfs @ 12.02 hrs, Volume=0.400 af Outflow=5.89 cfs @ 12.02 hrs, Volume=0.400 af, Atten= 0%, Lag= 0.0 min Primary=5.89 cfs @ 12.02 hrs, Volume=0.400 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.61' @ 12.02 hrs Flood Elev= 119.10' DeviceRouting InvertOutlet Devices #1Primary113.42'30.0" Round Culvert L= 56.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.42' / 113.14' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=5.63 cfs @ 12.02 hrs HW=114.57' TW=113.20' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.63 cfs @ 3.73 fps) Summary for Pond DMH-P16: DMH-P16 Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 1.04" for 2-Year event Inflow=7.77 cfs @ 12.08 hrs, Volume=0.684 af Outflow=7.77 cfs @ 12.08 hrs, Volume=0.684 af, Atten= 0%, Lag= 0.0 min Primary=7.77 cfs @ 12.08 hrs, Volume=0.684 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 111.41' @ 12.08 hrs Flood Elev= 115.25' DeviceRouting InvertOutlet Devices #1Primary110.13'18.0" 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= 0.012 Concrete pipe, finished Primary OutFlow Max=7.61 cfs @ 12.08 hrs HW=111.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.61 cfs @ 4.79 fps) Summary for Pond DMH-P17: DMH-P17 Inflow Area =0.435 ac,82.07% Impervious, Inflow Depth > 2.15" for 2-Year event Inflow=1.11 cfs @ 12.04 hrs, Volume=0.078 af Outflow=1.11 cfs @ 12.04 hrs, Volume=0.078 af, Atten= 0%, Lag= 0.0 min Primary=1.11 cfs @ 12.04 hrs, Volume=0.078 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.98' @ 12.04 hrs Flood Elev= 122.00' DeviceRouting InvertOutlet Devices #1Primary118.35'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.35' / 117.90' S= 0.0161 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.05 cfs @ 12.04 hrs HW=118.97' TW=118.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.05 cfs @ 2.95 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P18: DMH-P18 Inflow Area =0.480 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow=1.40 cfs @ 12.07 hrs, Volume=0.111 af Outflow=1.40 cfs @ 12.07 hrs, Volume=0.111 af, Atten= 0%, Lag= 0.0 min Primary=1.40 cfs @ 12.07 hrs, Volume=0.111 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.07 hrs Flood Elev= 120.00' DeviceRouting InvertOutlet Devices #1Primary116.90'18.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.90' / 116.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.35 cfs @ 12.07 hrs HW=117.49' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.35 cfs @ 2.07 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area =1.546 ac,79.43% Impervious, Inflow Depth > 1.85" for 2-Year event Inflow=3.25 cfs @ 12.04 hrs, Volume=0.238 af Outflow=3.25 cfs @ 12.04 hrs, Volume=0.238 af, Atten= 0%, Lag= 0.0 min Primary=3.25 cfs @ 12.04 hrs, Volume=0.238 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.09' @ 12.05 hrs Flood Elev= 122.25' DeviceRouting InvertOutlet Devices #1Primary116.20'24.0" Round Culvert L= 217.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.20' / 115.00' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.00 cfs @ 12.04 hrs HW=117.07' TW=116.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.00 cfs @ 3.34 fps) Summary for Pond DMH-P20: DMH-P20 Inflow Area =2.938 ac,80.09% Impervious, Inflow Depth > 1.97" for 2-Year event Inflow=6.84 cfs @ 12.03 hrs, Volume=0.483 af Outflow=6.84 cfs @ 12.03 hrs, Volume=0.483 af, Atten= 0%, Lag= 0.0 min Primary=6.84 cfs @ 12.03 hrs, Volume=0.483 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 114.59' @ 12.05 hrs Flood Elev= 120.30' DeviceRouting InvertOutlet Devices #1Primary113.20'24.0" Round Culvert L= 153.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.20' / 112.40' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.95 cfs @ 12.03 hrs HW=114.55' TW=113.73' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.95 cfs @ 3.73 fps) Summary for Pond DMH-P21: DMH-P21 Inflow Area =2.999 ac,80.03% Impervious, Inflow Depth > 1.97" for 2-Year event Inflow=6.99 cfs @ 12.03 hrs, Volume=0.493 af Outflow=6.99 cfs @ 12.03 hrs, Volume=0.493 af, Atten= 0%, Lag= 0.0 min Primary=6.99 cfs @ 12.03 hrs, Volume=0.493 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 113.79' @ 12.06 hrs Flood Elev= 119.75' DeviceRouting InvertOutlet Devices #1Primary112.30'24.0" Round Culvert L= 99.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.30' / 111.80' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.38 cfs @ 12.03 hrs HW=113.73' TW=113.26' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.38 cfs @ 3.13 fps) Summary for Pond DMH-P4: DMH-P4 Inflow Area =0.340 ac,82.35% Impervious, Inflow Depth > 2.13" for 2-Year event Inflow=0.92 cfs @ 12.02 hrs, Volume=0.060 af Outflow=0.92 cfs @ 12.02 hrs, Volume=0.060 af, Atten= 0%, Lag= 0.0 min Primary=0.92 cfs @ 12.02 hrs, Volume=0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.02 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary117.24'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.24' / 116.95' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.88 cfs @ 12.02 hrs HW=117.69' TW=116.91' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.88 cfs @ 2.47 fps) Summary for Pond DMH-P5: DMH-P5 Inflow Area =0.680 ac,86.76% Impervious, Inflow Depth > 2.29" for 2-Year event Inflow=1.95 cfs @ 12.01 hrs, Volume=0.130 af Outflow=1.95 cfs @ 12.01 hrs, Volume=0.130 af, Atten= 0%, Lag= 0.0 min Primary=1.95 cfs @ 12.01 hrs, Volume=0.130 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.94' @ 12.05 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary116.19'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.19' / 115.89' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.48 cfs @ 12.01 hrs HW=116.91' TW=116.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.48 cfs @ 2.16 fps) Summary for Pond DMH-P6: DMH-P6 Inflow Area =0.950 ac,88.42% Impervious, Inflow Depth > 2.34" for 2-Year event Inflow=2.77 cfs @ 12.01 hrs, Volume=0.185 af Outflow=2.77 cfs @ 12.01 hrs, Volume=0.185 af, Atten= 0%, Lag= 0.0 min Primary=2.77 cfs @ 12.01 hrs, Volume=0.185 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.72' @ 12.05 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary115.79'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.02 cfs @ 12.01 hrs HW=116.67' TW=116.45' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.02 cfs @ 2.22 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 Inflow Area =1.340 ac,90.30% Impervious, Inflow Depth > 2.41" for 2-Year event Inflow=3.97 cfs @ 12.02 hrs, Volume=0.269 af Outflow=3.97 cfs @ 12.02 hrs, Volume=0.269 af, Atten= 0%, Lag= 0.0 min Primary=3.97 cfs @ 12.02 hrs, Volume=0.269 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.50' @ 12.05 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary115.40'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.40' / 115.11' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.03 cfs @ 12.02 hrs HW=116.45' TW=116.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.03 cfs @ 2.64 fps) Summary for Pond DMH-P8: DMH-P8 Inflow Area =1.630 ac,88.96% Impervious, Inflow Depth > 2.36" for 2-Year event Inflow=4.75 cfs @ 12.02 hrs, Volume=0.321 af Outflow=4.75 cfs @ 12.02 hrs, Volume=0.321 af, Atten= 0%, Lag= 0.0 min Primary=4.75 cfs @ 12.02 hrs, Volume=0.321 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.19' @ 12.04 hrs Flood Elev= 120.70' DeviceRouting InvertOutlet Devices #1Primary115.01'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.01' / 114.62' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.83 cfs @ 12.02 hrs HW=116.14' TW=115.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.83 cfs @ 3.02 fps) Summary for Pond DMH-P9: DMH-P9 Inflow Area =2.156 ac,79.68% Impervious, Inflow Depth > 1.92" for 2-Year event Inflow=4.84 cfs @ 12.04 hrs, Volume=0.345 af Outflow=4.84 cfs @ 12.04 hrs, Volume=0.345 af, Atten= 0%, Lag= 0.0 min Primary=4.84 cfs @ 12.04 hrs, Volume=0.345 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.06' @ 12.06 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary114.90'24.0" Round Culvert L= 79.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.90' / 114.40' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.02 cfs @ 12.04 hrs HW=116.02' TW=115.54' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.02 cfs @ 3.20 fps) Summary for Pond DMH1: DMH1 Inflow Area =2.427 ac,65.14% Impervious, Inflow Depth > 1.71" for 2-Year event Inflow=5.32 cfs @ 12.06 hrs, Volume=0.345 af Outflow=5.32 cfs @ 12.06 hrs, Volume=0.345 af, Atten= 0%, Lag= 0.0 min Primary=5.32 cfs @ 12.06 hrs, Volume=0.345 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.19' @ 12.06 hrs DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" 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=5.19 cfs @ 12.06 hrs HW=114.17' TW=111.39' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.19 cfs @ 4.22 fps) Summary for Pond OTF-1: Outfall Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 1.04" for 2-Year event Inflow=7.77 cfs @ 12.08 hrs, Volume=0.684 af Primary=7.77 cfs @ 12.08 hrs, Volume=0.684 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond RD-1: Roof Drain Inflow Area =0.093 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow=0.27 cfs @ 12.07 hrs, Volume=0.021 af Outflow=0.27 cfs @ 12.07 hrs, Volume=0.021 af, Atten= 0%, Lag= 0.0 min Primary=0.27 cfs @ 12.07 hrs, Volume=0.021 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.29' @ 12.07 hrs Flood Elev= 125.00' Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC DeviceRouting InvertOutlet Devices #1Primary121.00'12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 121.00' / 118.45' S= 0.0175 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=121.28' TW=118.95' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.26 cfs @ 1.43 fps) Summary for Pond RD-2: Roof Drain Inflow Area =0.351 ac,100.00% Impervious, Inflow Depth > 2.77" for 2-Year event Inflow=1.03 cfs @ 12.07 hrs, Volume=0.081 af Outflow=1.03 cfs @ 12.07 hrs, Volume=0.081 af, Atten= 0%, Lag= 0.0 min Primary=1.03 cfs @ 12.07 hrs, Volume=0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.85' @ 12.07 hrs Flood Elev= 123.25' DeviceRouting InvertOutlet Devices #1Primary119.25'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.25' / 117.30' S= 0.0342 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.99 cfs @ 12.07 hrs HW=119.84' TW=117.06' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.99 cfs @ 2.06 fps) Summary for Pond Wetland: Adjacent Wetland Inflow Area =10.054 ac,67.33% Impervious, Inflow Depth > 1.18" for 2-Year event Inflow=11.63 cfs @ 12.10 hrs, Volume=0.985 af Primary=11.63 cfs @ 12.10 hrs, Volume=0.985 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 1L: Existing Atwood Road Drainage Inflow Area =2.397 ac,65.54% Impervious, Inflow Depth > 1.72" for 2-Year event Inflow=5.28 cfs @ 12.06 hrs, Volume=0.343 af Primary=5.28 cfs @ 12.06 hrs, Volume=0.343 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 2-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 2L: Swale Flows Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth = 1.49" for 2-Year event Inflow=0.37 cfs @ 12.41 hrs, Volume=0.046 af Primary=0.37 cfs @ 12.41 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 2-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 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=0.185 ac 70.27% Impervious Runoff Depth>1.78"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.45 cfs 0.027 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>2.13"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.55 cfs 0.035 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>1.86"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.54 cfs 0.037 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>2.13"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=0.84 cfs 0.057 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>1.55"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=0.57 cfs 0.036 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>1.63"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=0.58 cfs 0.036 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>1.55"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.48 cfs 0.030 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>1.55"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.50 cfs 0.031 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>1.41"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=0.60 cfs 0.037 af Inflow=5.07 cfs 0.327 afPond 1P: DMH1 Primary=5.07 cfs 0.327 af Peak Elev=121.72' Inflow=0.45 cfs 0.027 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.45 cfs 0.027 af Peak Elev=121.63' Inflow=1.00 cfs 0.063 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.00 cfs 0.063 af Peak Elev=114.27' Inflow=0.50 cfs 0.031 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.50 cfs 0.031 af Peak Elev=114.67' Inflow=0.60 cfs 0.037 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.60 cfs 0.037 af Peak Elev=116.23' Inflow=0.48 cfs 0.030 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.48 cfs 0.030 af Peak Elev=117.26' Inflow=0.58 cfs 0.036 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.58 cfs 0.036 af Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=119.63' Inflow=0.84 cfs 0.057 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=0.84 cfs 0.057 af Peak Elev=119.54' Inflow=0.57 cfs 0.036 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.57 cfs 0.036 af Peak Elev=116.16' Inflow=3.98 cfs 0.259 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=3.98 cfs 0.259 af Peak Elev=117.40' Inflow=2.92 cfs 0.193 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=2.92 cfs 0.193 af Peak Elev=118.25' Inflow=2.92 cfs 0.193 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=2.92 cfs 0.193 af Peak Elev=120.04' Inflow=1.52 cfs 0.100 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.52 cfs 0.100 af Peak Elev=120.75' Inflow=1.52 cfs 0.100 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.52 cfs 0.100 af Total Runoff Area = 2.277 ac Runoff Volume = 0.327 af Average Runoff Depth = 1.72" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 Runoff=0.45 cfs @ 12.04 hrs, Volume=0.027 af, Depth>1.78" 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=3.00" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Summary for Subcatchment 16S: Area 16 Runoff=0.55 cfs @ 12.05 hrs, Volume=0.035 af, Depth>2.13" 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=3.00" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 Runoff=0.54 cfs @ 12.08 hrs, Volume=0.037 af, Depth>1.86" 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=3.00" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Summary for Subcatchment 18S: Area 18 Runoff=0.84 cfs @ 12.07 hrs, Volume=0.057 af, Depth>2.13" 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=3.00" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 Runoff=0.57 cfs @ 12.07 hrs, Volume=0.036 af, Depth>1.55" 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=3.00" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Summary for Subcatchment 20S: Area 20 Runoff=0.58 cfs @ 12.06 hrs, Volume=0.036 af, Depth>1.63" 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=3.00" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 Runoff=0.48 cfs @ 12.06 hrs, Volume=0.030 af, Depth>1.55" 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=3.00" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Summary for Subcatchment 22S: Area 22 Runoff=0.50 cfs @ 12.06 hrs, Volume=0.031 af, Depth>1.55" 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=3.00" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 Runoff=0.60 cfs @ 12.06 hrs, Volume=0.037 af, Depth>1.41" 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=3.00" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Summary for Pond 1P: DMH1 Inflow Area =2.277 ac,65.92% Impervious, Inflow Depth > 1.72" for 2-Year event Inflow=5.07 cfs @ 12.06 hrs, Volume=0.327 af Primary=5.07 cfs @ 12.06 hrs, Volume=0.327 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 1.78" for 2-Year event Inflow=0.45 cfs @ 12.04 hrs, Volume=0.027 af Outflow=0.45 cfs @ 12.04 hrs, Volume=0.027 af, Atten= 0%, Lag= 0.0 min Primary=0.45 cfs @ 12.04 hrs, Volume=0.027 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.72' @ 12.07 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.28 cfs @ 12.04 hrs HW=121.68' TW=121.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 1.05 fps) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 1.96" for 2-Year event Inflow=1.00 cfs @ 12.04 hrs, Volume=0.063 af Outflow=1.00 cfs @ 12.04 hrs, Volume=0.063 af, Atten= 0%, Lag= 0.0 min Primary=1.00 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= 121.63' @ 12.04 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=0.98 cfs @ 12.04 hrs HW=121.62' TW=120.73' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.98 cfs @ 3.43 fps) Summary for Pond CB1: CB1 Inflow Area =0.238 ac,58.40% Impervious, Inflow Depth > 1.55" 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= 114.27' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.48 cfs @ 12.06 hrs HW=114.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.48 cfs @ 2.43 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 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 > 1.41" 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= 114.67' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=0.58 cfs @ 12.06 hrs HW=114.66' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.58 cfs @ 3.66 fps) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 1.55" for 2-Year event Inflow=0.48 cfs @ 12.06 hrs, Volume=0.030 af Outflow=0.48 cfs @ 12.06 hrs, Volume=0.030 af, Atten= 0%, Lag= 0.0 min Primary=0.48 cfs @ 12.06 hrs, Volume=0.030 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.23' @ 12.10 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=0.20 cfs @ 12.06 hrs HW=116.17' TW=116.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.20 cfs @ 1.02 fps) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 1.63" for 2-Year event Inflow=0.58 cfs @ 12.06 hrs, Volume=0.036 af Outflow=0.58 cfs @ 12.06 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Primary=0.58 cfs @ 12.06 hrs, Volume=0.036 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.26' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=0.56 cfs @ 12.06 hrs HW=117.26' TW=116.14' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.56 cfs @ 2.54 fps) Summary for Pond CB6: CB6 Inflow Area =0.324 ac,83.33% Impervious, Inflow Depth > 2.13" for 2-Year event Inflow=0.84 cfs @ 12.07 hrs, Volume=0.057 af Outflow=0.84 cfs @ 12.07 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Primary=0.84 cfs @ 12.07 hrs, Volume=0.057 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' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=0.81 cfs @ 12.07 hrs HW=119.62' TW=118.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.81 cfs @ 2.81 fps) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 1.55" for 2-Year event Inflow=0.57 cfs @ 12.07 hrs, Volume=0.036 af Outflow=0.57 cfs @ 12.07 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Primary=0.57 cfs @ 12.07 hrs, Volume=0.036 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' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.55 cfs @ 12.07 hrs HW=119.53' TW=118.18' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.55 cfs @ 2.52 fps) Summary for Pond DMH2: DMH2 Inflow Area =1.721 ac,69.84% Impervious, Inflow Depth > 1.81" for 2-Year event Inflow=3.98 cfs @ 12.06 hrs, Volume=0.259 af Outflow=3.98 cfs @ 12.06 hrs, Volume=0.259 af, Atten= 0%, Lag= 0.0 min Primary=3.98 cfs @ 12.06 hrs, Volume=0.259 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.16' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=3.87 cfs @ 12.06 hrs HW=116.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.87 cfs @ 4.82 fps) Summary for Pond DMH3: DMH3 Inflow Area =1.226 ac,73.49% Impervious, Inflow Depth > 1.89" for 2-Year event Inflow=2.92 cfs @ 12.06 hrs, Volume=0.193 af Outflow=2.92 cfs @ 12.06 hrs, Volume=0.193 af, Atten= 0%, Lag= 0.0 min Primary=2.92 cfs @ 12.06 hrs, Volume=0.193 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.40' @ 12.07 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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=2.75 cfs @ 12.06 hrs HW=117.38' TW=116.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.75 cfs @ 3.98 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 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 > 1.89" for 2-Year event Inflow=2.92 cfs @ 12.06 hrs, Volume=0.193 af Outflow=2.92 cfs @ 12.06 hrs, Volume=0.193 af, Atten= 0%, Lag= 0.0 min Primary=2.92 cfs @ 12.06 hrs, Volume=0.193 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 118.25' @ 12.06 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=2.84 cfs @ 12.06 hrs HW=118.20' TW=117.38' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.84 cfs @ 3.62 fps) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 1.93" for 2-Year event Inflow=1.52 cfs @ 12.05 hrs, Volume=0.100 af Outflow=1.52 cfs @ 12.05 hrs, Volume=0.100 af, Atten= 0%, Lag= 0.0 min Primary=1.52 cfs @ 12.05 hrs, Volume=0.100 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.04' @ 12.07 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=1.34 cfs @ 12.05 hrs HW=120.04' TW=118.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.34 cfs @ 3.94 fps) Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 1.93" for 2-Year event Inflow=1.52 cfs @ 12.05 hrs, Volume=0.100 af Outflow=1.52 cfs @ 12.05 hrs, Volume=0.100 af, Atten= 0%, Lag= 0.0 min Primary=1.52 cfs @ 12.05 hrs, Volume=0.100 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 120.75' @ 12.06 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=1.43 cfs @ 12.05 hrs HW=120.74' TW=120.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.43 cfs @ 4.02 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.199 ac 64.32% Impervious Runoff Depth>1.48"Subcatchment A-26: Area 26 Flow Length=82' Tc=1.1 min CN=85 Runoff=0.41 cfs 0.025 af Runoff Area=0.170 ac 67.65% Impervious Runoff Depth>1.55"Subcatchment A-26a: Area 26A Flow Length=82' Tc=1.1 min CN=86 Runoff=0.37 cfs 0.022 af Avg. Flow Depth=0.03' Max Vel=1.87 fps Inflow=0.37 cfs 0.022 afReach 17R: Area 36A Swale n=0.013 L=11.0' S=0.0273 '/' Capacity=77.72 cfs Outflow=0.36 cfs 0.022 af Avg. Flow Depth=0.04' Max Vel=1.61 fps Inflow=0.41 cfs 0.025 afReach 20R: Area 26 Swale n=0.013 L=7.0' S=0.0143 '/' Capacity=56.25 cfs Outflow=0.41 cfs 0.025 af Avg. Flow Depth=0.16' Max Vel=0.37 fps Inflow=0.41 cfs 0.025 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.26 cfs 0.024 af Avg. Flow Depth=0.19' Max Vel=0.41 fps Inflow=0.43 cfs 0.046 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=0.37 cfs 0.046 af Inflow=0.37 cfs 0.046 afReach 24R: (new Reach) Outflow=0.37 cfs 0.046 af Total Runoff Area = 0.369 ac Runoff Volume = 0.047 af Average Runoff Depth = 1.51" 34.15% Pervious = 0.126 ac 65.85% Impervious = 0.243 ac Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-26: Area 26 Runoff=0.41 cfs @ 12.02 hrs, Volume=0.025 af, Depth>1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.12898Paved parking, HSG B 0.07161>75% Grass cover, Good, HSG B 0.19985Weighted Average 0.07135.68% Pervious Area 0.12864.32% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-26a: Area 26A Runoff=0.37 cfs @ 12.02 hrs, Volume=0.022 af, Depth>1.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (ac)CNDescription 0.11598Paved parking, HSG B 0.05561>75% Grass cover, Good, HSG B 0.17086Weighted Average 0.05532.35% Pervious Area 0.11567.65% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 36A Swale Inflow Area =0.170 ac,67.65% Impervious, Inflow Depth > 1.55" for 2-Year event Inflow=0.37 cfs @ 12.02 hrs, Volume=0.022 af Outflow=0.36 cfs @ 12.02 hrs, Volume=0.022 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.87 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.79 fps, Avg. Travel Time= 0.2 min Peak Storage= 2 cf @ 12.02 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 77.72 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 11.0' Slope= 0.0273 '/' Inlet Invert= 120.30', Outlet Invert= 120.00' ‡ Summary for Reach 20R: Area 26 Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 1.48" for 2-Year event Inflow=0.41 cfs @ 12.02 hrs, Volume=0.025 af Outflow=0.41 cfs @ 12.02 hrs, Volume=0.025 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.60 fps, Avg. Travel Time= 0.2 min Peak Storage= 2 cf @ 12.02 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 56.25 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 7.0' Slope= 0.0143 '/' Inlet Invert= 121.60', Outlet Invert= 121.50' ‡ Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 1.48" for 2-Year event Inflow=0.41 cfs @ 12.02 hrs, Volume=0.025 af Outflow=0.26 cfs @ 12.30 hrs, Volume=0.024 af, Atten= 36%, Lag= 16.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.37 fps, Min. Travel Time= 11.1 min Avg. Velocity = 0.20 fps, Avg. Travel Time= 20.6 min Peak Storage= 175 cf @ 12.11 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 1.50" for 2-Year event Inflow=0.43 cfs @ 12.03 hrs, Volume=0.046 af Outflow=0.37 cfs @ 12.41 hrs, Volume=0.046 af, Atten= 15%, Lag= 22.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.41 fps, Min. Travel Time= 5.3 min Avg. Velocity = 0.21 fps, Avg. Travel Time= 10.2 min Peak Storage= 118 cf @ 12.32 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Proposed Conditions Type III 24-hr 2-Year Rainfall=3.00"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 1.49" for 2-Year event Inflow=0.37 cfs @ 12.41 hrs, Volume=0.046 af Outflow=0.37 cfs @ 12.41 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=0.404 ac 0.00% Impervious Runoff Depth>2.13"Subcatchment A-01: Area 01 Flow Length=67' Tc=7.1 min CN=76 Runoff=0.95 cfs 0.072 af Runoff Area=0.580 ac 0.00% Impervious Runoff Depth>1.02"Subcatchment A-02: Area 02 Flow Length=97' Tc=8.3 min CN=60 Runoff=0.53 cfs 0.049 af Runoff Area=0.325 ac 0.00% Impervious Runoff Depth>1.02"Subcatchment A-03: Area 03 Flow Length=69' Tc=6.0 min CN=60 Runoff=0.33 cfs 0.028 af Runoff Area=0.260 ac 80.77% Impervious Runoff Depth>3.50"Subcatchment A-04: Area 04 Flow Length=191' Tc=2.5 min CN=91 Runoff=1.12 cfs 0.076 af Runoff Area=0.031 ac 87.10% Impervious Runoff Depth>3.71"Subcatchment A-05: Area 05 Flow Length=98' Tc=1.6 min CN=93 Runoff=0.14 cfs 0.010 af Runoff Area=0.030 ac 66.67% Impervious Runoff Depth>3.00"Subcatchment A-06: Area 06 Flow Length=54' Tc=0.8 min CN=86 Runoff=0.12 cfs 0.008 af Runoff Area=0.030 ac 33.33% Impervious Runoff Depth>1.90"Subcatchment A-07: Area 07 Flow Length=36' Tc=2.2 min CN=73 Runoff=0.07 cfs 0.005 af Runoff Area=0.480 ac 100.00% Impervious Runoff Depth>4.26"Subcatchment A-08: Area 08 Tc=5.0 min CN=98 Runoff=2.12 cfs 0.170 af Runoff Area=0.190 ac 84.21% Impervious Runoff Depth>3.60"Subcatchment A-09: Area 09 Flow Length=85' Slope=0.0100 '/' Tc=1.4 min CN=92 Runoff=0.84 cfs 0.057 af Runoff Area=0.390 ac 62.82% Impervious Runoff Depth>3.00"Subcatchment A-10: Area 10 Flow Length=398' Tc=4.6 min CN=86 Runoff=1.39 cfs 0.098 af Runoff Area=0.220 ac 81.82% Impervious Runoff Depth>3.50"Subcatchment A-11: Area 11 Flow Length=106' Tc=1.4 min CN=91 Runoff=0.95 cfs 0.064 af Runoff Area=0.199 ac 79.90% Impervious Runoff Depth>3.50"Subcatchment A-12: Area 12 Flow Length=87' Tc=1.2 min CN=91 Runoff=0.87 cfs 0.058 af Runoff Area=0.160 ac 56.25% Impervious Runoff Depth>2.64"Subcatchment A-13: Area 13 Flow Length=79' Tc=1.1 min CN=82 Runoff=0.55 cfs 0.035 af Runoff Area=0.043 ac 83.72% Impervious Runoff Depth>3.60"Subcatchment A-14: Area 14 Flow Length=63' Slope=0.0100 '/' Tc=1.1 min CN=92 Runoff=0.19 cfs 0.013 af Runoff Area=0.220 ac 95.45% Impervious Runoff Depth>4.04"Subcatchment A-15: Area 15 Flow Length=109' Tc=1.5 min CN=96 Runoff=1.03 cfs 0.074 af Runoff Area=0.250 ac 96.00% Impervious Runoff Depth>4.15"Subcatchment A-16: Area 16 Flow Length=113' Tc=1.6 min CN=97 Runoff=1.18 cfs 0.086 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.170 ac 94.12% Impervious Runoff Depth>4.04"Subcatchment A-17: Area 17 Flow Length=69' Tc=1.2 min CN=96 Runoff=0.81 cfs 0.057 af Runoff Area=0.160 ac 87.50% Impervious Runoff Depth>3.71"Subcatchment A-18: Area 18 Flow Length=86' Tc=1.4 min CN=93 Runoff=0.72 cfs 0.049 af Runoff Area=0.210 ac 66.67% Impervious Runoff Depth>3.20"Subcatchment A-19: Area 19 Flow Length=122' Tc=1.5 min CN=88 Runoff=0.84 cfs 0.056 af Runoff Area=0.200 ac 90.00% Impervious Runoff Depth>3.82"Subcatchment A-20: Area 20 Flow Length=89' Tc=1.5 min CN=94 Runoff=0.91 cfs 0.064 af Runoff Area=0.220 ac 90.91% Impervious Runoff Depth>3.92"Subcatchment A-21: Area 21 Flow Length=83' Tc=1.0 min CN=95 Runoff=1.04 cfs 0.072 af Runoff Area=0.220 ac 86.36% Impervious Runoff Depth>3.71"Subcatchment A-22: Area 22 Flow Length=81' Tc=1.2 min CN=93 Runoff=1.00 cfs 0.068 af Runoff Area=0.200 ac 85.00% Impervious Runoff Depth>3.60"Subcatchment A-23: Area 23 Flow Length=107' Tc=1.6 min CN=92 Runoff=0.88 cfs 0.060 af Runoff Area=0.090 ac 77.78% Impervious Runoff Depth>3.40"Subcatchment A-24: Area 24 Flow Length=84' Slope=0.0100 '/' Tc=1.4 min CN=90 Runoff=0.38 cfs 0.025 af Runoff Area=0.351 ac 100.00% Impervious Runoff Depth>4.26"Subcatchment A-25: Area 25 Tc=5.0 min CN=98 Runoff=1.55 cfs 0.125 af Runoff Area=0.342 ac 77.19% Impervious Runoff Depth>3.40"Subcatchment A-27: Area 27 Flow Length=145' Tc=1.6 min CN=90 Runoff=1.44 cfs 0.097 af Runoff Area=0.460 ac 80.43% Impervious Runoff Depth>3.50"Subcatchment A-28: Area 28 Flow Length=123' Tc=1.4 min CN=91 Runoff=1.99 cfs 0.134 af Runoff Area=0.300 ac 50.00% Impervious Runoff Depth>2.72"Subcatchment A-29: Area 29 Flow Length=280' Tc=3.5 min CN=83 Runoff=1.02 cfs 0.068 af Runoff Area=0.093 ac 100.00% Impervious Runoff Depth>4.26"Subcatchment A-30: Area 30 Tc=5.0 min CN=98 Runoff=0.41 cfs 0.033 af Runoff Area=0.030 ac 0.00% Impervious Runoff Depth>1.08"Subcatchment A-31: Area 31 Flow Length=432' Tc=4.5 min CN=61 Runoff=0.03 cfs 0.003 af Runoff Area=0.120 ac 75.00% Impervious Runoff Depth>3.30"Subcatchment A-32: Area 32 Flow Length=82' Tc=1.1 min CN=89 Runoff=0.50 cfs 0.033 af Runoff Area=0.120 ac 91.67% Impervious Runoff Depth>3.92"Subcatchment A-33: Area 33 Flow Length=68' Tc=0.9 min CN=95 Runoff=0.57 cfs 0.039 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>3.82"Subcatchment A-34: Area 34 Flow Length=51' Tc=0.9 min CN=94 Runoff=0.47 cfs 0.032 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.140 ac 92.86% Impervious Runoff Depth>3.92"Subcatchment A-35: Area 35 Flow Length=72' Tc=1.0 min CN=95 Runoff=0.66 cfs 0.046 af Runoff Area=0.070 ac 85.71% Impervious Runoff Depth>3.71"Subcatchment A-36: Area 36 Flow Length=55' Tc=0.8 min CN=93 Runoff=0.32 cfs 0.022 af Avg. Flow Depth=0.28' Max Vel=0.54 fps Inflow=1.01 cfs 0.112 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.90 cfs 0.112 af Peak Elev=114.14' Storage=19,409 cf Inflow=21.22 cfs 1.548 afPond Basin: Infiltration Basin 0.313 af Primary=3.83 cfs 0.612 af Secondary=10.10 cfs 0.398 af Tertiary=0.00 cfs 0.000 af Outflow=14.26 cfs 1.323 af Peak Elev=120.77' Storage=2,565 cf Inflow=1.02 cfs 0.068 afPond BR-1: Bioretention Outflow=0.02 cfs 0.009 af Peak Elev=118.83' Storage=1,924 cf Inflow=1.39 cfs 0.098 afPond BR-2: Bioretention Outflow=0.63 cfs 0.056 af Peak Elev=119.52' Inflow=1.44 cfs 0.097 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=28.7' S=0.0105 '/' Outflow=1.44 cfs 0.097 af Peak Elev=116.96' Inflow=0.66 cfs 0.046 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.66 cfs 0.046 af Peak Elev=117.13' Inflow=1.18 cfs 0.086 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.18 cfs 0.086 af Peak Elev=117.79' Inflow=0.32 cfs 0.022 afPond CB-P12: CB-P12 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.32 cfs 0.022 af Peak Elev=118.05' Inflow=0.95 cfs 0.064 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=0.95 cfs 0.064 af Peak Elev=117.90' Inflow=0.88 cfs 0.060 afPond CB-P14: CB-P14 12.0" Round Culvert n=0.013 L=61.0' S=0.0230 '/' Outflow=0.88 cfs 0.060 af Peak Elev=116.96' Inflow=0.91 cfs 0.064 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=53.0' S=0.0085 '/' Outflow=0.91 cfs 0.064 af Peak Elev=118.04' Inflow=0.84 cfs 0.056 afPond CB-P16: CB-P16 12.0" Round Culvert n=0.013 L=5.0' S=0.3100 '/' Outflow=0.84 cfs 0.056 af Peak Elev=116.89' Inflow=0.72 cfs 0.049 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=49.0' S=0.0153 '/' Outflow=0.72 cfs 0.049 af Peak Elev=117.00' Inflow=1.03 cfs 0.074 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=50.0' S=0.0090 '/' Outflow=1.03 cfs 0.074 af Peak Elev=118.00' Inflow=0.87 cfs 0.058 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=67.0' S=0.0224 '/' Outflow=0.87 cfs 0.058 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=119.68' Inflow=1.99 cfs 0.134 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=13.5' S=0.0185 '/' Outflow=1.99 cfs 0.134 af Peak Elev=117.89' Inflow=0.19 cfs 0.013 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=9.0' S=0.1889 '/' Outflow=0.19 cfs 0.013 af Peak Elev=117.72' Inflow=0.84 cfs 0.057 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=7.0' S=0.0043 '/' Outflow=0.84 cfs 0.057 af Peak Elev=116.39' Inflow=1.12 cfs 0.076 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=7.0' S=0.0100 '/' Outflow=1.12 cfs 0.076 af Peak Elev=116.19' Inflow=0.12 cfs 0.008 afPond CB-P23: CB-P23 12.0" Round Culvert n=0.013 L=14.0' S=0.0857 '/' Outflow=0.12 cfs 0.008 af Peak Elev=115.70' Inflow=0.14 cfs 0.010 afPond CB-P24: CB-P24 12.0" Round Culvert n=0.013 L=33.0' S=0.0212 '/' Outflow=0.14 cfs 0.010 af Peak Elev=118.00' Inflow=0.50 cfs 0.033 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.50 cfs 0.033 af Peak Elev=118.37' Inflow=1.00 cfs 0.068 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=1.00 cfs 0.068 af Peak Elev=117.23' Inflow=0.57 cfs 0.039 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.57 cfs 0.039 af Peak Elev=117.36' Inflow=1.04 cfs 0.072 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.04 cfs 0.072 af Peak Elev=117.07' Inflow=0.47 cfs 0.032 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.47 cfs 0.032 af Peak Elev=117.12' Inflow=0.81 cfs 0.057 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.81 cfs 0.057 af Peak Elev=118.87' Inflow=3.77 cfs 0.264 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=194.0' S=0.0077 '/' Outflow=3.77 cfs 0.264 af Peak Elev=116.12' Inflow=8.50 cfs 0.627 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=70.0' S=0.0057 '/' Outflow=8.50 cfs 0.627 af Peak Elev=115.81' Inflow=10.55 cfs 0.772 afPond DMH-P11: DMH-P11 24.0" Round Culvert n=0.013 L=75.0' S=0.0067 '/' Outflow=10.55 cfs 0.772 af Peak Elev=116.17' Inflow=8.34 cfs 0.576 afPond DMH-P12: DMH-P12 24.0" Round Culvert n=0.013 L=74.5' S=0.0050 '/' Outflow=8.34 cfs 0.576 af Peak Elev=115.67' Inflow=8.34 cfs 0.576 afPond DMH-P13: DMH-P13 24.0" Round Culvert n=0.013 L=107.0' S=0.0050 '/' Outflow=8.34 cfs 0.576 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=114.97' Inflow=9.38 cfs 0.652 afPond DMH-P14: DMH-P14 30.0" Round Culvert n=0.013 L=56.0' S=0.0050 '/' Outflow=9.38 cfs 0.652 af Peak Elev=112.40' Inflow=12.93 cfs 1.220 afPond DMH-P16: DMH-P16 18.0" Round Culvert n=0.012 L=103.0' S=0.0150 '/' Outflow=12.93 cfs 1.220 af Peak Elev=119.25' Inflow=1.81 cfs 0.130 afPond DMH-P17: DMH-P17 12.0" Round Culvert n=0.013 L=28.0' S=0.0161 '/' Outflow=1.81 cfs 0.130 af Peak Elev=117.66' Inflow=2.12 cfs 0.170 afPond DMH-P18: DMH-P18 18.0" Round Culvert n=0.013 L=61.0' S=0.0115 '/' Outflow=2.12 cfs 0.170 af Peak Elev=117.40' Inflow=5.20 cfs 0.398 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=217.0' S=0.0055 '/' Outflow=5.20 cfs 0.398 af Peak Elev=115.30' Inflow=11.08 cfs 0.807 afPond DMH-P20: DMH-P20 24.0" Round Culvert n=0.013 L=153.0' S=0.0052 '/' Outflow=11.08 cfs 0.807 af Peak Elev=114.69' Inflow=11.33 cfs 0.824 afPond DMH-P21: DMH-P21 24.0" Round Culvert n=0.013 L=99.0' S=0.0051 '/' Outflow=11.33 cfs 0.824 af Peak Elev=117.84' Inflow=1.50 cfs 0.101 afPond DMH-P4: DMH-P4 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=1.50 cfs 0.101 af Peak Elev=117.22' Inflow=3.12 cfs 0.212 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=59.0' S=0.0051 '/' Outflow=3.12 cfs 0.212 af Peak Elev=117.05' Inflow=4.39 cfs 0.301 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=4.39 cfs 0.301 af Peak Elev=116.88' Inflow=6.23 cfs 0.433 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=6.23 cfs 0.433 af Peak Elev=116.60' Inflow=7.51 cfs 0.519 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=78.0' S=0.0050 '/' Outflow=7.51 cfs 0.519 af Peak Elev=116.51' Inflow=7.80 cfs 0.578 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=79.0' S=0.0063 '/' Outflow=7.80 cfs 0.578 af Peak Elev=114.69' Inflow=9.19 cfs 0.608 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=9.19 cfs 0.608 af Inflow=12.93 cfs 1.220 afPond OTF-1: Outfall Primary=12.93 cfs 1.220 af Peak Elev=121.36' Inflow=0.41 cfs 0.033 afPond RD-1: Roof Drain 12.0" Round Culvert n=0.013 L=146.0' S=0.0175 '/' Outflow=0.41 cfs 0.033 af Peak Elev=120.03' Inflow=1.55 cfs 0.125 afPond RD-2: Roof Drain 12.0" Round Culvert n=0.013 L=57.0' S=0.0342 '/' Outflow=1.55 cfs 0.125 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=25.16 cfs 2.006 afPond Wetland: Adjacent Wetland Primary=25.16 cfs 2.006 af 10-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=9.11 cfs 0.603 afLink Area= 2.277 ac 65.92% Imperv. Primary=9.11 cfs 0.603 af 10-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Inflow=0.73 cfs 0.084 afLink 2L: Area= 0.369 ac 65.85% Imperv. Primary=0.73 cfs 0.084 af Total Runoff Area = 7.408 ac Runoff Volume = 1.984 af Average Runoff Depth = 3.21" 32.17% Pervious = 2.383 ac 67.83% Impervious = 5.025 ac Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-01: Area 01 Runoff=0.95 cfs @ 12.11 hrs, Volume=0.072 af, Depth>2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.24561>75% Grass cover, Good, HSG B 0.15998Water Surface, 0% imp, HSG B 0.40476Weighted Average 0.404100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.740.02500.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.5330.03000.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 7.167Total Summary for Subcatchment A-02: Area 02 Runoff=0.53 cfs @ 12.14 hrs, Volume=0.049 af, Depth>1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.17661>75% Grass cover, Good, HSG B 0.40460Woods, Fair, HSG B 0.58060Weighted Average 0.580100.00% Pervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8100.10000.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6170.05900.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1200.20000.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9200.05000.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.397Total Summary for Subcatchment A-03: Area 03 Runoff=0.33 cfs @ 12.11 hrs, Volume=0.028 af, Depth>1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.15061>75% Grass cover, Good, HSG B 0.17560Woods, Fair, HSG B 0.32560Weighted Average 0.325100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8180.33300.36 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.8190.05300.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.4320.03100.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 6.069Total Summary for Subcatchment A-04: Area 04 Runoff=1.12 cfs @ 12.04 hrs, Volume=0.076 af, Depth>3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.21098Paved parking, HSG B 0.05061>75% Grass cover, Good, HSG B 0.26091Weighted Average 0.05019.23% Pervious Area 0.21080.77% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4270.01901.01 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4730.00800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5550.00801.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2360.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5191Total Summary for Subcatchment A-05: Area 05 Runoff=0.14 cfs @ 12.03 hrs, Volume=0.010 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.02798Paved parking, HSG B 0.00461>75% Grass cover, Good, HSG B 0.03193Weighted Average 0.00412.90% Pervious Area 0.02787.10% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.1700.01401.08 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.02601.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.698Total Summary for Subcatchment A-06: Area 06 Runoff=0.12 cfs @ 12.01 hrs, Volume=0.008 af, Depth>3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.02098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.03086Weighted Average 0.01033.33% Pervious Area 0.02066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.854Total Summary for Subcatchment A-07: Area 07 Runoff=0.07 cfs @ 12.04 hrs, Volume=0.005 af, Depth>1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.01098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.03073Weighted Average 0.02066.67% Pervious Area 0.01033.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.650.05000.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.230.33000.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.3180.11000.23 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1100.05001.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.236Total Summary for Subcatchment A-08: Area 08 Runoff=2.12 cfs @ 12.07 hrs, Volume=0.170 af, Depth>4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.48098Roofs, HSG B 0.480100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-09: Area 09 Runoff=0.84 cfs @ 12.02 hrs, Volume=0.057 af, Depth>3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.19092Weighted Average 0.03015.79% Pervious Area 0.16084.21% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4850.01000.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-10: Area 10 Runoff=1.39 cfs @ 12.07 hrs, Volume=0.098 af, Depth>3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.24598Paved parking, HSG B 0.13161>75% Grass cover, Good, HSG B 0.01498Water Surface, 0% imp, HSG B 0.39086Weighted Average 0.14537.18% Pervious Area 0.24562.82% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6840.00700.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.61540.00601.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4650.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0950.01101.57 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.6398Total Summary for Subcatchment A-11: Area 11 Runoff=0.95 cfs @ 12.02 hrs, Volume=0.064 af, Depth>3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.22091Weighted Average 0.04018.18% Pervious Area 0.18081.82% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.0650.01501.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1150.01701.96 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.4106Total Summary for Subcatchment A-12: Area 12 Runoff=0.87 cfs @ 12.02 hrs, Volume=0.058 af, Depth>3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.15998Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.19991Weighted Average 0.04020.10% Pervious Area 0.15979.90% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.287Total Summary for Subcatchment A-13: Area 13 Runoff=0.55 cfs @ 12.02 hrs, Volume=0.035 af, Depth>2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.07061>75% Grass cover, Good, HSG B 0.16082Weighted Average 0.07043.75% Pervious Area 0.09056.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.03001.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.179Total Summary for Subcatchment A-14: Area 14 Runoff=0.19 cfs @ 12.02 hrs, Volume=0.013 af, Depth>3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.03698Paved parking, HSG B 0.00761>75% Grass cover, Good, HSG B 0.04392Weighted Average 0.00716.28% Pervious Area 0.03683.72% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1630.01000.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-15: Area 15 Runoff=1.03 cfs @ 12.02 hrs, Volume=0.074 af, Depth>4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.21098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.22096Weighted Average 0.0104.55% Pervious Area 0.21095.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7570.02501.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5109Total Summary for Subcatchment A-16: Area 16 Runoff=1.18 cfs @ 12.02 hrs, Volume=0.086 af, Depth>4.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.24098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.25097Weighted Average 0.0104.00% Pervious Area 0.24096.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6113Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-17: Area 17 Runoff=0.81 cfs @ 12.02 hrs, Volume=0.057 af, Depth>4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.17096Weighted Average 0.0105.88% Pervious Area 0.16094.12% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6370.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.269Total Summary for Subcatchment A-18: Area 18 Runoff=0.72 cfs @ 12.02 hrs, Volume=0.049 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.14098Unconnected pavement, HSG B 0.02061>75% Grass cover, Good, HSG B 0.16093Weighted Average 0.02012.50% Pervious Area 0.14087.50% Impervious Area 0.140100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8540.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.486Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-19: Area 19 Runoff=0.84 cfs @ 12.02 hrs, Volume=0.056 af, Depth>3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.14098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.21088Weighted Average 0.07033.33% Pervious Area 0.14066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9600.01701.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5400.02501.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1220.02303.08 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5122Total Summary for Subcatchment A-20: Area 20 Runoff=0.91 cfs @ 12.02 hrs, Volume=0.064 af, Depth>3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.20094Weighted Average 0.02010.00% Pervious Area 0.18090.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9570.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.589Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-21: Area 21 Runoff=1.04 cfs @ 12.01 hrs, Volume=0.072 af, Depth>3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.20098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.22095Weighted Average 0.0209.09% Pervious Area 0.20090.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5480.03601.47 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.083Total Summary for Subcatchment A-22: Area 22 Runoff=1.00 cfs @ 12.02 hrs, Volume=0.068 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.19098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.22093Weighted Average 0.03013.64% Pervious Area 0.19086.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5300.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.281Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-23: Area 23 Runoff=0.88 cfs @ 12.03 hrs, Volume=0.060 af, Depth>3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.20092Weighted Average 0.03015.00% Pervious Area 0.17085.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9560.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6107Total Summary for Subcatchment A-24: Area 24 Runoff=0.38 cfs @ 12.02 hrs, Volume=0.025 af, Depth>3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.07098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.09090Weighted Average 0.02022.22% Pervious Area 0.07077.78% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4840.01000.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-25: Area 25 Runoff=1.55 cfs @ 12.07 hrs, Volume=0.125 af, Depth>4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.35198Roofs, HSG B 0.351100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Summary for Subcatchment A-27: Area 27 Runoff=1.44 cfs @ 12.03 hrs, Volume=0.097 af, Depth>3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.26498Paved parking, HSG B 0.07861>75% Grass cover, Good, HSG B 0.34290Weighted Average 0.07822.81% Pervious Area 0.26477.19% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.090.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6145Total Summary for Subcatchment A-28: Area 28 Runoff=1.99 cfs @ 12.02 hrs, Volume=0.134 af, Depth>3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.37098Paved parking, HSG B 0.09061>75% Grass cover, Good, HSG B 0.46091Weighted Average 0.09019.57% Pervious Area 0.37080.43% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8530.01901.16 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4300.03301.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4123Total Summary for Subcatchment A-29: Area 29 Runoff=1.02 cfs @ 12.06 hrs, Volume=0.068 af, Depth>2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.15098Paved parking, HSG B 0.12161>75% Grass cover, Good, HSG B 0.02998Water Surface, 0% imp, HSG B 0.30083Weighted Average 0.15050.00% Pervious Area 0.15050.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9470.01000.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.81000.01002.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0110.09104.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1720.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.5280Total Summary for Subcatchment A-30: Area 30 Runoff=0.41 cfs @ 12.07 hrs, Volume=0.033 af, Depth>4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.09398Roofs, HSG B 0.093100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-31: Area 31 Runoff=0.03 cfs @ 12.09 hrs, Volume=0.003 af, Depth>1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.03061>75% Grass cover, Good, HSG B 0.030100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0180.03800.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.5630.00500.70 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.03510.01906.003.27 Pipe Channel, 10.0" Round Area= 0.5 sf Perim= 2.6' r= 0.21' n= 0.012 Concrete pipe, finished 4.5432Total Summary for Subcatchment A-32: Area 32 Runoff=0.50 cfs @ 12.02 hrs, Volume=0.033 af, Depth>3.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.12089Weighted Average 0.03025.00% Pervious Area 0.09075.00% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-33: Area 33 Runoff=0.57 cfs @ 12.01 hrs, Volume=0.039 af, Depth>3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.11098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.12095Weighted Average 0.0108.33% Pervious Area 0.11091.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6490.02701.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.968Total Summary for Subcatchment A-34: Area 34 Runoff=0.47 cfs @ 12.01 hrs, Volume=0.032 af, Depth>3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.10094Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01500.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.951Total Summary for Subcatchment A-35: Area 35 Runoff=0.66 cfs @ 12.01 hrs, Volume=0.046 af, Depth>3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.14095Weighted Average 0.0107.14% Pervious Area 0.13092.86% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7560.02301.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3160.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.072Total Summary for Subcatchment A-36: Area 36 Runoff=0.32 cfs @ 12.01 hrs, Volume=0.022 af, Depth>3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.06098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.07093Weighted Average 0.01014.29% Pervious Area 0.06085.71% Impervious Area Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3240.04601.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5310.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.855Total Summary for Reach 23R: Bordering Veg Swale Inflow Area =0.694 ac,35.01% Impervious, Inflow Depth > 1.94" for 10-Year event Inflow=1.01 cfs @ 12.14 hrs, Volume=0.112 af Outflow=0.90 cfs @ 12.25 hrs, Volume=0.112 af, Atten= 11%, Lag= 6.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.54 fps, Min. Travel Time= 6.2 min Avg. Velocity = 0.24 fps, Avg. Travel Time= 14.1 min Peak Storage= 332 cf @ 12.25 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond Basin: Infiltration Basin Inflow Area =5.483 ac,76.97% Impervious, Inflow Depth > 3.39" for 10-Year event Inflow=21.22 cfs @ 12.03 hrs, Volume=1.548 af Outflow=14.26 cfs @ 12.11 hrs, Volume=1.323 af, Atten= 33%, Lag= 5.1 min Discarded=0.34 cfs @ 12.11 hrs, Volume=0.313 af Primary=3.83 cfs @ 12.11 hrs, Volume=0.612 af Secondary=10.10 cfs @ 12.11 hrs, Volume=0.398 af Tertiary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.14' @ 12.11 hrs Surf.Area= 7,961 sf Storage= 19,409 cf Flood Elev= 116.00' Surf.Area= 10,891 sf Storage= 36,829 cf Plug-Flow detention time= 113.2 min calculated for 1.320 af (85% of inflow) Center-of-Mass det. time= 49.8 min ( 830.6 - 780.8 ) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1110.50'36,829 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 110.5022200 111.003,8951,0291,029 112.005,0804,4885,517 112.255,3911,3096,826 112.505,7091,3888,213 112.756,0331,4689,681 113.006,3631,55011,230 113.507,0423,35114,582 114.007,7473,69718,279 115.009,2318,48926,768 116.0010,89110,06136,829 DeviceRouting InvertOutlet Devices #1Discarded110.50'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2Primary112.00'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0238 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3Device 2112.75'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #4Device 2115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5Tertiary116.00'6.0' 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 #6Secondary113.00'24.0" Round Culvert X 2.00 L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0066 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #7Primary115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.34 cfs @ 12.11 hrs HW=114.13' (Free Discharge) 1=Exfiltration ( Controls 0.34 cfs) Primary OutFlow Max=3.82 cfs @ 12.11 hrs HW=114.13' TW=111.99' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.82 cfs @ 4.86 fps) 3=Orifice/Grate (Passes 3.82 cfs of 6.69 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 7=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=9.94 cfs @ 12.11 hrs HW=114.13' TW=0.00' (Dynamic Tailwater) 6=Culvert (Barrel Controls 9.94 cfs @ 3.91 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=110.50' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR-1: Bioretention Inflow Area =0.300 ac,50.00% Impervious, Inflow Depth > 2.72" for 10-Year event Inflow=1.02 cfs @ 12.06 hrs, Volume=0.068 af Outflow=0.02 cfs @ 17.42 hrs, Volume=0.009 af, Atten= 98%, Lag= 321.9 min Primary=0.02 cfs @ 17.42 hrs, Volume=0.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.77' @ 17.42 hrs Surf.Area= 1,103 sf Storage= 2,565 cf Flood Elev= 121.30' Surf.Area= 1,585 sf Storage= 3,257 cf Plug-Flow detention time= 553.2 min calculated for 0.009 af (14% of inflow) Center-of-Mass det. time= 384.6 min ( 1,199.9 - 815.2 ) VolumeInvertAvail.StorageStorage Description #1116.75'3,257 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 116.7558500 119.755851,7551,755 120.006071491,904 121.001,2499282,832 121.301,5854253,257 DeviceRouting InvertOutlet Devices #1Primary116.65'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.65' / 116.30' S= 0.0095 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1120.75'24.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.02 cfs @ 17.42 hrs HW=120.77' TW=116.37' (Dynamic Tailwater) 1=Culvert (Passes 0.02 cfs of 5.68 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.49 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BR-2: Bioretention Inflow Area =0.390 ac,62.82% Impervious, Inflow Depth > 3.00" for 10-Year event Inflow=1.39 cfs @ 12.07 hrs, Volume=0.098 af Outflow=0.63 cfs @ 12.26 hrs, Volume=0.056 af, Atten= 55%, Lag= 11.3 min Primary=0.63 cfs @ 12.26 hrs, Volume=0.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.83' @ 12.26 hrs Surf.Area= 1,572 sf Storage= 1,924 cf Flood Elev= 119.00' Surf.Area= 1,744 sf Storage= 2,200 cf Plug-Flow detention time= 196.8 min calculated for 0.056 af (57% of inflow) Center-of-Mass det. time= 91.7 min ( 898.6 - 806.8 ) VolumeInvertAvail.StorageStorage Description #1114.75'2,680 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 114.7528300 117.75283849849 118.00709124973 119.001,7441,2272,200 119.252,1014812,680 DeviceRouting InvertOutlet Devices #1Primary117.00'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.65' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1118.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.63 cfs @ 12.26 hrs HW=118.83' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.63 cfs of 3.45 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.63 cfs @ 0.94 fps) Summary for Pond CB-P1: CB-P1 Inflow Area =0.342 ac,77.19% Impervious, Inflow Depth > 3.40" for 10-Year event Inflow=1.44 cfs @ 12.03 hrs, Volume=0.097 af Outflow=1.44 cfs @ 12.03 hrs, Volume=0.097 af, Atten= 0%, Lag= 0.0 min Primary=1.44 cfs @ 12.03 hrs, Volume=0.097 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.52' @ 12.05 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC L= 28.7' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.45' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.03 hrs HW=119.50' TW=119.21' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.18 cfs @ 2.61 fps) Summary for Pond CB-P10: CB-P10 Inflow Area =0.140 ac,92.86% Impervious, Inflow Depth > 3.92" for 10-Year event Inflow=0.66 cfs @ 12.01 hrs, Volume=0.046 af Outflow=0.66 cfs @ 12.01 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Primary=0.66 cfs @ 12.01 hrs, Volume=0.046 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.96' @ 12.08 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.44 cfs @ 12.01 hrs HW=116.91' TW=116.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.44 cfs @ 1.60 fps) Summary for Pond CB-P11: CB-P11 Inflow Area =0.250 ac,96.00% Impervious, Inflow Depth > 4.15" for 10-Year event Inflow=1.18 cfs @ 12.02 hrs, Volume=0.086 af Outflow=1.18 cfs @ 12.02 hrs, Volume=0.086 af, Atten= 0%, Lag= 0.0 min Primary=1.18 cfs @ 12.02 hrs, Volume=0.086 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.13' @ 12.05 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.02 hrs HW=117.10' TW=116.81' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.93 cfs @ 2.23 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P12: CB-P12 Inflow Area =0.070 ac,85.71% Impervious, Inflow Depth > 3.71" for 10-Year event Inflow=0.32 cfs @ 12.01 hrs, Volume=0.022 af Outflow=0.32 cfs @ 12.01 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Primary=0.32 cfs @ 12.01 hrs, Volume=0.022 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.79' @ 12.01 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.28' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.31 cfs @ 12.01 hrs HW=117.78' TW=116.51' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.31 cfs @ 2.02 fps) Summary for Pond CB-P13: CB-P13 Inflow Area =0.220 ac,81.82% Impervious, Inflow Depth > 3.50" for 10-Year event Inflow=0.95 cfs @ 12.02 hrs, Volume=0.064 af Outflow=0.95 cfs @ 12.02 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.0 min Primary=0.95 cfs @ 12.02 hrs, Volume=0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.05' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.04' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.91 cfs @ 12.02 hrs HW=118.04' TW=116.53' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.91 cfs @ 2.74 fps) Summary for Pond CB-P14: CB-P14 Inflow Area =0.200 ac,85.00% Impervious, Inflow Depth > 3.60" for 10-Year event Inflow=0.88 cfs @ 12.03 hrs, Volume=0.060 af Outflow=0.88 cfs @ 12.03 hrs, Volume=0.060 af, Atten= 0%, Lag= 0.0 min Primary=0.88 cfs @ 12.03 hrs, Volume=0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.90' @ 12.03 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.35'12.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.35' / 115.95' S= 0.0230 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.84 cfs @ 12.03 hrs HW=117.88' TW=116.41' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.84 cfs @ 1.97 fps) Summary for Pond CB-P15: CB-P15 Inflow Area =0.200 ac,90.00% Impervious, Inflow Depth > 3.82" for 10-Year event Inflow=0.91 cfs @ 12.02 hrs, Volume=0.064 af Outflow=0.91 cfs @ 12.02 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.0 min Primary=0.91 cfs @ 12.02 hrs, Volume=0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.96' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 53.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0085 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.87 cfs @ 12.02 hrs HW=116.95' TW=116.40' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.87 cfs @ 1.99 fps) Summary for Pond CB-P16: CB-P16 Inflow Area =0.210 ac,66.67% Impervious, Inflow Depth > 3.20" for 10-Year event Inflow=0.84 cfs @ 12.02 hrs, Volume=0.056 af Outflow=0.84 cfs @ 12.02 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.0 min Primary=0.84 cfs @ 12.02 hrs, Volume=0.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.04' @ 12.02 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary117.50'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.50' / 115.95' S= 0.3100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.81 cfs @ 12.02 hrs HW=118.02' TW=116.41' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.81 cfs @ 1.94 fps) Summary for Pond CB-P17: CB-P17 Inflow Area =0.160 ac,87.50% Impervious, Inflow Depth > 3.71" for 10-Year event Inflow=0.72 cfs @ 12.02 hrs, Volume=0.049 af Outflow=0.72 cfs @ 12.02 hrs, Volume=0.049 af, Atten= 0%, Lag= 0.0 min Primary=0.72 cfs @ 12.02 hrs, Volume=0.049 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.89' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 49.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.65' S= 0.0153 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.69 cfs @ 12.02 hrs HW=116.88' TW=115.95' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.69 cfs @ 1.86 fps) Summary for Pond CB-P18: CB-P18 Inflow Area =0.220 ac,95.45% Impervious, Inflow Depth > 4.04" for 10-Year event Inflow=1.03 cfs @ 12.02 hrs, Volume=0.074 af Outflow=1.03 cfs @ 12.02 hrs, Volume=0.074 af, Atten= 0%, Lag= 0.0 min Primary=1.03 cfs @ 12.02 hrs, Volume=0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.00' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0090 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.99 cfs @ 12.02 hrs HW=116.99' TW=115.65' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.99 cfs @ 2.06 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area =0.199 ac,79.90% Impervious, Inflow Depth > 3.50" for 10-Year event Inflow=0.87 cfs @ 12.02 hrs, Volume=0.058 af Outflow=0.87 cfs @ 12.02 hrs, Volume=0.058 af, Atten= 0%, Lag= 0.0 min Primary=0.87 cfs @ 12.02 hrs, Volume=0.058 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.00' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 115.95' S= 0.0224 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.83 cfs @ 12.02 hrs HW=117.98' TW=115.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.83 cfs @ 1.96 fps) Summary for Pond CB-P2: CB-P2 Inflow Area =0.460 ac,80.43% Impervious, Inflow Depth > 3.50" for 10-Year event Inflow=1.99 cfs @ 12.02 hrs, Volume=0.134 af Outflow=1.99 cfs @ 12.02 hrs, Volume=0.134 af, Atten= 0%, Lag= 0.0 min Primary=1.99 cfs @ 12.02 hrs, Volume=0.134 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.68' @ 12.02 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.50' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.90 cfs @ 12.02 hrs HW=119.65' TW=118.84' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.90 cfs @ 2.55 fps) Summary for Pond CB-P20: CB-P20 Inflow Area =0.043 ac,83.72% Impervious, Inflow Depth > 3.60" for 10-Year event Inflow=0.19 cfs @ 12.02 hrs, Volume=0.013 af Outflow=0.19 cfs @ 12.02 hrs, Volume=0.013 af, Atten= 0%, Lag= 0.0 min Primary=0.19 cfs @ 12.02 hrs, Volume=0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.89' @ 12.02 hrs Flood Elev= 120.65' DeviceRouting InvertOutlet Devices #1Primary117.65'12.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.65' / 115.95' S= 0.1889 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.18 cfs @ 12.02 hrs HW=117.89' TW=115.61' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.18 cfs @ 1.30 fps) Summary for Pond CB-P21: CB-P21 Inflow Area =0.190 ac,84.21% Impervious, Inflow Depth > 3.60" for 10-Year event Inflow=0.84 cfs @ 12.02 hrs, Volume=0.057 af Outflow=0.84 cfs @ 12.02 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Primary=0.84 cfs @ 12.02 hrs, Volume=0.057 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.72' @ 12.02 hrs Flood Elev= 120.10' DeviceRouting InvertOutlet Devices #1Primary117.10'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 117.07' S= 0.0043 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.80 cfs @ 12.02 hrs HW=117.70' TW=116.12' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.80 cfs @ 2.33 fps) Summary for Pond CB-P22: CB-P22 Inflow Area =0.260 ac,80.77% Impervious, Inflow Depth > 3.50" for 10-Year event Inflow=1.12 cfs @ 12.04 hrs, Volume=0.076 af Outflow=1.12 cfs @ 12.04 hrs, Volume=0.076 af, Atten= 0%, Lag= 0.0 min Primary=1.12 cfs @ 12.04 hrs, Volume=0.076 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.39' @ 12.04 hrs Flood Elev= 118.70' DeviceRouting InvertOutlet Devices #1Primary115.70'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.70' / 115.63' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.09 cfs @ 12.04 hrs HW=116.38' TW=114.91' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.09 cfs @ 2.70 fps) Summary for Pond CB-P23: CB-P23 Inflow Area =0.030 ac,66.67% Impervious, Inflow Depth > 3.00" for 10-Year event Inflow=0.12 cfs @ 12.01 hrs, Volume=0.008 af Outflow=0.12 cfs @ 12.01 hrs, Volume=0.008 af, Atten= 0%, Lag= 0.0 min Primary=0.12 cfs @ 12.01 hrs, Volume=0.008 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.19' @ 12.01 hrs Flood Elev= 119.00' DeviceRouting InvertOutlet Devices #1Primary116.00'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.00' / 114.80' S= 0.0857 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.11 cfs @ 12.01 hrs HW=116.18' TW=114.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.11 cfs @ 1.15 fps) Summary for Pond CB-P24: CB-P24 Inflow Area =0.031 ac,87.10% Impervious, Inflow Depth > 3.71" for 10-Year event Inflow=0.14 cfs @ 12.03 hrs, Volume=0.010 af Outflow=0.14 cfs @ 12.03 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.0 min Primary=0.14 cfs @ 12.03 hrs, Volume=0.010 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.70' @ 12.03 hrs Flood Elev= 118.50' DeviceRouting InvertOutlet Devices #1Primary115.50'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.50' / 114.80' S= 0.0212 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.13 cfs @ 12.03 hrs HW=115.70' TW=114.56' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.13 cfs @ 1.20 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area =0.120 ac,75.00% Impervious, Inflow Depth > 3.30" for 10-Year event Inflow=0.50 cfs @ 12.02 hrs, Volume=0.033 af Outflow=0.50 cfs @ 12.02 hrs, Volume=0.033 af, Atten= 0%, Lag= 0.0 min Primary=0.50 cfs @ 12.02 hrs, Volume=0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.00' @ 12.04 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.51'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.51' / 117.34' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.39 cfs @ 12.02 hrs HW=117.97' TW=117.83' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.39 cfs @ 1.64 fps) Summary for Pond CB-P5: CB-P5 Inflow Area =0.220 ac,86.36% Impervious, Inflow Depth > 3.71" for 10-Year event Inflow=1.00 cfs @ 12.02 hrs, Volume=0.068 af Outflow=1.00 cfs @ 12.02 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Primary=1.00 cfs @ 12.02 hrs, Volume=0.068 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.37' @ 12.02 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.75'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.75' / 117.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.94 cfs @ 12.02 hrs HW=118.36' TW=117.83' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.94 cfs @ 2.69 fps) Summary for Pond CB-P6: CB-P6 Inflow Area =0.120 ac,91.67% Impervious, Inflow Depth > 3.92" for 10-Year event Inflow=0.57 cfs @ 12.01 hrs, Volume=0.039 af Outflow=0.57 cfs @ 12.01 hrs, Volume=0.039 af, Atten= 0%, Lag= 0.0 min Primary=0.57 cfs @ 12.01 hrs, Volume=0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.23' @ 12.10 hrs Flood Elev= 119.70' DeviceRouting InvertOutlet Devices #1Primary116.46'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.46' / 116.29' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=117.09' TW=117.15' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P7: CB-P7 Inflow Area =0.220 ac,90.91% Impervious, Inflow Depth > 3.92" for 10-Year event Inflow=1.04 cfs @ 12.01 hrs, Volume=0.072 af Outflow=1.04 cfs @ 12.01 hrs, Volume=0.072 af, Atten= 0%, Lag= 0.0 min Primary=1.04 cfs @ 12.01 hrs, Volume=0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.36' @ 12.06 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.60'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.60' / 116.29' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 12.01 hrs HW=117.31' TW=117.15' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.71 cfs @ 1.65 fps) Summary for Pond CB-P8: CB-P8 Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 3.82" for 10-Year event Inflow=0.47 cfs @ 12.01 hrs, Volume=0.032 af Outflow=0.47 cfs @ 12.01 hrs, Volume=0.032 af, Atten= 0%, Lag= 0.0 min Primary=0.47 cfs @ 12.01 hrs, Volume=0.032 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.07' @ 12.10 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=116.90' TW=116.96' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P9: CB-P9 Inflow Area =0.170 ac,94.12% Impervious, Inflow Depth > 4.04" for 10-Year event Inflow=0.81 cfs @ 12.02 hrs, Volume=0.057 af Outflow=0.81 cfs @ 12.02 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Primary=0.81 cfs @ 12.02 hrs, Volume=0.057 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.12' @ 12.08 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.40 cfs @ 12.02 hrs HW=117.04' TW=116.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.40 cfs @ 1.08 fps) Summary for Pond DMH-P1: DMH-P1 Inflow Area =0.895 ac,81.23% Impervious, Inflow Depth > 3.54" for 10-Year event Inflow=3.77 cfs @ 12.03 hrs, Volume=0.264 af Outflow=3.77 cfs @ 12.03 hrs, Volume=0.264 af, Atten= 0%, Lag= 0.0 min Primary=3.77 cfs @ 12.03 hrs, Volume=0.264 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.87' @ 12.03 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary117.80'18.0" Round Culvert L= 194.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.80' / 116.30' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.62 cfs @ 12.03 hrs HW=118.85' TW=117.34' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.62 cfs @ 2.75 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 Inflow Area =2.316 ac,80.22% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow=8.50 cfs @ 12.03 hrs, Volume=0.627 af Outflow=8.50 cfs @ 12.03 hrs, Volume=0.627 af, Atten= 0%, Lag= 0.0 min Primary=8.50 cfs @ 12.03 hrs, Volume=0.627 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.12' @ 12.08 hrs Flood Elev= 121.50' DeviceRouting InvertOutlet Devices #1Primary114.30'24.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.30' / 113.90' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.77 cfs @ 12.03 hrs HW=116.01' TW=115.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.77 cfs @ 2.71 fps) Summary for Pond DMH-P11: DMH-P11 Inflow Area =2.778 ac,81.46% Impervious, Inflow Depth > 3.33" for 10-Year event Inflow=10.55 cfs @ 12.03 hrs, Volume=0.772 af Outflow=10.55 cfs @ 12.03 hrs, Volume=0.772 af, Atten= 0%, Lag= 0.0 min Primary=10.55 cfs @ 12.03 hrs, Volume=0.772 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.81' @ 12.06 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary113.80'24.0" Round Culvert L= 75.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.80' / 113.30' S= 0.0067 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.19 cfs @ 12.03 hrs HW=115.69' TW=115.20' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.19 cfs @ 2.66 fps) Summary for Pond DMH-P12: DMH-P12 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 3.80" for 10-Year event Inflow=8.34 cfs @ 12.02 hrs, Volume=0.576 af Outflow=8.34 cfs @ 12.02 hrs, Volume=0.576 af, Atten= 0%, Lag= 0.0 min Primary=8.34 cfs @ 12.02 hrs, Volume=0.576 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.17' @ 12.04 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary114.52'24.0" Round Culvert L= 74.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.52' / 114.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.80 cfs @ 12.02 hrs HW=116.11' TW=115.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.80 cfs @ 3.47 fps) Summary for Pond DMH-P13: DMH-P13 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 3.80" for 10-Year event Inflow=8.34 cfs @ 12.02 hrs, Volume=0.576 af Outflow=8.34 cfs @ 12.02 hrs, Volume=0.576 af, Atten= 0%, Lag= 0.0 min Primary=8.34 cfs @ 12.02 hrs, Volume=0.576 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.67' @ 12.03 hrs Flood Elev= 120.55' DeviceRouting InvertOutlet Devices #1Primary114.05'24.0" Round Culvert L= 107.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.05' / 113.52' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.15 cfs @ 12.02 hrs HW=115.61' TW=114.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.15 cfs @ 3.75 fps) Summary for Pond DMH-P14: DMH-P14 Inflow Area =2.080 ac,87.50% Impervious, Inflow Depth > 3.76" for 10-Year event Inflow=9.38 cfs @ 12.02 hrs, Volume=0.652 af Outflow=9.38 cfs @ 12.02 hrs, Volume=0.652 af, Atten= 0%, Lag= 0.0 min Primary=9.38 cfs @ 12.02 hrs, Volume=0.652 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.97' @ 12.02 hrs Flood Elev= 119.10' DeviceRouting InvertOutlet Devices #1Primary113.42'30.0" Round Culvert L= 56.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.42' / 113.14' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=8.96 cfs @ 12.02 hrs HW=114.93' TW=113.92' (Dynamic Tailwater) 1=Culvert (Barrel Controls 8.96 cfs @ 4.14 fps) Summary for Pond DMH-P16: DMH-P16 Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 1.85" for 10-Year event Inflow=12.93 cfs @ 12.06 hrs, Volume=1.220 af Outflow=12.93 cfs @ 12.06 hrs, Volume=1.220 af, Atten= 0%, Lag= 0.0 min Primary=12.93 cfs @ 12.06 hrs, Volume=1.220 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 112.40' @ 12.06 hrs Flood Elev= 115.25' DeviceRouting InvertOutlet Devices #1Primary110.13'18.0" 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= 0.012 Concrete pipe, finished Primary OutFlow Max=12.74 cfs @ 12.06 hrs HW=112.34' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.74 cfs @ 7.21 fps) Summary for Pond DMH-P17: DMH-P17 Inflow Area =0.435 ac,82.07% Impervious, Inflow Depth > 3.58" for 10-Year event Inflow=1.81 cfs @ 12.04 hrs, Volume=0.130 af Outflow=1.81 cfs @ 12.04 hrs, Volume=0.130 af, Atten= 0%, Lag= 0.0 min Primary=1.81 cfs @ 12.04 hrs, Volume=0.130 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.25' @ 12.05 hrs Flood Elev= 122.00' DeviceRouting InvertOutlet Devices #1Primary118.35'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.35' / 117.90' S= 0.0161 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.65 cfs @ 12.04 hrs HW=119.22' TW=118.85' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.65 cfs @ 3.03 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P18: DMH-P18 Inflow Area =0.480 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow=2.12 cfs @ 12.07 hrs, Volume=0.170 af Outflow=2.12 cfs @ 12.07 hrs, Volume=0.170 af, Atten= 0%, Lag= 0.0 min Primary=2.12 cfs @ 12.07 hrs, Volume=0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.66' @ 12.07 hrs Flood Elev= 120.00' DeviceRouting InvertOutlet Devices #1Primary116.90'18.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.90' / 116.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.05 cfs @ 12.07 hrs HW=117.65' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.05 cfs @ 2.32 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area =1.546 ac,79.43% Impervious, Inflow Depth > 3.09" for 10-Year event Inflow=5.20 cfs @ 12.04 hrs, Volume=0.398 af Outflow=5.20 cfs @ 12.04 hrs, Volume=0.398 af, Atten= 0%, Lag= 0.0 min Primary=5.20 cfs @ 12.04 hrs, Volume=0.398 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.40' @ 12.06 hrs Flood Elev= 122.25' DeviceRouting InvertOutlet Devices #1Primary116.20'24.0" Round Culvert L= 217.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.20' / 115.00' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.57 cfs @ 12.04 hrs HW=117.37' TW=116.46' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.57 cfs @ 3.44 fps) Summary for Pond DMH-P20: DMH-P20 Inflow Area =2.938 ac,80.09% Impervious, Inflow Depth > 3.30" for 10-Year event Inflow=11.08 cfs @ 12.03 hrs, Volume=0.807 af Outflow=11.08 cfs @ 12.03 hrs, Volume=0.807 af, Atten= 0%, Lag= 0.0 min Primary=11.08 cfs @ 12.03 hrs, Volume=0.807 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 115.30' @ 12.06 hrs Flood Elev= 120.30' DeviceRouting InvertOutlet Devices #1Primary113.20'24.0" Round Culvert L= 153.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.20' / 112.40' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.67 cfs @ 12.03 hrs HW=115.20' TW=114.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 8.67 cfs @ 3.43 fps) Summary for Pond DMH-P21: DMH-P21 Inflow Area =2.999 ac,80.03% Impervious, Inflow Depth > 3.30" for 10-Year event Inflow=11.33 cfs @ 12.03 hrs, Volume=0.824 af Outflow=11.33 cfs @ 12.03 hrs, Volume=0.824 af, Atten= 0%, Lag= 0.0 min Primary=11.33 cfs @ 12.03 hrs, Volume=0.824 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.69' @ 12.05 hrs Flood Elev= 119.75' DeviceRouting InvertOutlet Devices #1Primary112.30'24.0" Round Culvert L= 99.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.30' / 111.80' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.40 cfs @ 12.03 hrs HW=114.58' TW=113.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.40 cfs @ 2.99 fps) Summary for Pond DMH-P4: DMH-P4 Inflow Area =0.340 ac,82.35% Impervious, Inflow Depth > 3.56" for 10-Year event Inflow=1.50 cfs @ 12.02 hrs, Volume=0.101 af Outflow=1.50 cfs @ 12.02 hrs, Volume=0.101 af, Atten= 0%, Lag= 0.0 min Primary=1.50 cfs @ 12.02 hrs, Volume=0.101 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.84' @ 12.02 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary117.24'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.24' / 116.95' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.43 cfs @ 12.02 hrs HW=117.83' TW=117.16' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.43 cfs @ 2.79 fps) Summary for Pond DMH-P5: DMH-P5 Inflow Area =0.680 ac,86.76% Impervious, Inflow Depth > 3.74" for 10-Year event Inflow=3.12 cfs @ 12.01 hrs, Volume=0.212 af Outflow=3.12 cfs @ 12.01 hrs, Volume=0.212 af, Atten= 0%, Lag= 0.0 min Primary=3.12 cfs @ 12.01 hrs, Volume=0.212 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.22' @ 12.06 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary116.19'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.19' / 115.89' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.08 cfs @ 12.01 hrs HW=117.16' TW=116.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.08 cfs @ 2.03 fps) Summary for Pond DMH-P6: DMH-P6 Inflow Area =0.950 ac,88.42% Impervious, Inflow Depth > 3.80" for 10-Year event Inflow=4.39 cfs @ 12.01 hrs, Volume=0.301 af Outflow=4.39 cfs @ 12.01 hrs, Volume=0.301 af, Atten= 0%, Lag= 0.0 min Primary=4.39 cfs @ 12.01 hrs, Volume=0.301 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.05' @ 12.06 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary115.79'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.79 cfs @ 12.01 hrs HW=116.97' TW=116.79' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.79 cfs @ 2.08 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 Inflow Area =1.340 ac,90.30% Impervious, Inflow Depth > 3.88" for 10-Year event Inflow=6.23 cfs @ 12.02 hrs, Volume=0.433 af Outflow=6.23 cfs @ 12.02 hrs, Volume=0.433 af, Atten= 0%, Lag= 0.0 min Primary=6.23 cfs @ 12.02 hrs, Volume=0.433 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.88' @ 12.05 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary115.40'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.40' / 115.11' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.30 cfs @ 12.02 hrs HW=116.79' TW=116.52' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.30 cfs @ 2.59 fps) Summary for Pond DMH-P8: DMH-P8 Inflow Area =1.630 ac,88.96% Impervious, Inflow Depth > 3.82" for 10-Year event Inflow=7.51 cfs @ 12.02 hrs, Volume=0.519 af Outflow=7.51 cfs @ 12.02 hrs, Volume=0.519 af, Atten= 0%, Lag= 0.0 min Primary=7.51 cfs @ 12.02 hrs, Volume=0.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.60' @ 12.05 hrs Flood Elev= 120.70' DeviceRouting InvertOutlet Devices #1Primary115.01'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.01' / 114.62' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.63 cfs @ 12.02 hrs HW=116.52' TW=116.11' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.63 cfs @ 3.07 fps) Summary for Pond DMH-P9: DMH-P9 Inflow Area =2.156 ac,79.68% Impervious, Inflow Depth > 3.21" for 10-Year event Inflow=7.80 cfs @ 12.03 hrs, Volume=0.578 af Outflow=7.80 cfs @ 12.03 hrs, Volume=0.578 af, Atten= 0%, Lag= 0.0 min Primary=7.80 cfs @ 12.03 hrs, Volume=0.578 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.51' @ 12.07 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary114.90'24.0" Round Culvert L= 79.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.90' / 114.40' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.93 cfs @ 12.03 hrs HW=116.44' TW=116.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.93 cfs @ 3.15 fps) Summary for Pond DMH1: DMH1 Inflow Area =2.427 ac,65.14% Impervious, Inflow Depth > 3.01" for 10-Year event Inflow=9.19 cfs @ 12.06 hrs, Volume=0.608 af Outflow=9.19 cfs @ 12.06 hrs, Volume=0.608 af, Atten= 0%, Lag= 0.0 min Primary=9.19 cfs @ 12.06 hrs, Volume=0.608 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.69' @ 12.07 hrs DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" 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=8.46 cfs @ 12.06 hrs HW=114.67' TW=112.36' (Dynamic Tailwater) 1=Culvert (Outlet Controls 8.46 cfs @ 6.04 fps) Summary for Pond OTF-1: Outfall Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 1.85" for 10-Year event Inflow=12.93 cfs @ 12.06 hrs, Volume=1.220 af Primary=12.93 cfs @ 12.06 hrs, Volume=1.220 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond RD-1: Roof Drain Inflow Area =0.093 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow=0.41 cfs @ 12.07 hrs, Volume=0.033 af Outflow=0.41 cfs @ 12.07 hrs, Volume=0.033 af, Atten= 0%, Lag= 0.0 min Primary=0.41 cfs @ 12.07 hrs, Volume=0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.36' @ 12.07 hrs Flood Elev= 125.00' Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC DeviceRouting InvertOutlet Devices #1Primary121.00'12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 121.00' / 118.45' S= 0.0175 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.40 cfs @ 12.07 hrs HW=121.35' TW=119.21' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.40 cfs @ 1.60 fps) Summary for Pond RD-2: Roof Drain Inflow Area =0.351 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year event Inflow=1.55 cfs @ 12.07 hrs, Volume=0.125 af Outflow=1.55 cfs @ 12.07 hrs, Volume=0.125 af, Atten= 0%, Lag= 0.0 min Primary=1.55 cfs @ 12.07 hrs, Volume=0.125 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.03' @ 12.07 hrs Flood Elev= 123.25' DeviceRouting InvertOutlet Devices #1Primary119.25'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.25' / 117.30' S= 0.0342 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.50 cfs @ 12.07 hrs HW=120.01' TW=117.36' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.50 cfs @ 2.34 fps) Summary for Pond Wetland: Adjacent Wetland Inflow Area =10.054 ac,67.33% Impervious, Inflow Depth > 2.39" for 10-Year event Inflow=25.16 cfs @ 12.08 hrs, Volume=2.006 af Primary=25.16 cfs @ 12.08 hrs, Volume=2.006 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 1L: Existing Atwood Road Drainage Inflow Area =2.397 ac,65.54% Impervious, Inflow Depth > 3.02" for 10-Year event Inflow=9.11 cfs @ 12.06 hrs, Volume=0.603 af Primary=9.11 cfs @ 12.06 hrs, Volume=0.603 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 10-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 2L: Swale Flows Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth = 2.75" for 10-Year event Inflow=0.73 cfs @ 12.34 hrs, Volume=0.084 af Primary=0.73 cfs @ 12.34 hrs, Volume=0.084 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 10-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 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=0.185 ac 70.27% Impervious Runoff Depth>3.11"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>3.52"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.89 cfs 0.058 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>3.21"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.91 cfs 0.063 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>3.52"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.35 cfs 0.095 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>2.82"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.02 cfs 0.066 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>2.92"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.01 cfs 0.064 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>2.82"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.86 cfs 0.054 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>2.82"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.89 cfs 0.056 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>2.64"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.11 cfs 0.070 af Inflow=8.73 cfs 0.575 afPond 1P: DMH1 Primary=8.73 cfs 0.575 af Peak Elev=123.43' 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=123.38' Inflow=1.64 cfs 0.106 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.64 cfs 0.106 af Peak Elev=114.40' Inflow=0.89 cfs 0.056 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.89 cfs 0.056 af Peak Elev=114.83' Inflow=1.11 cfs 0.070 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.11 cfs 0.070 af Peak Elev=117.60' Inflow=0.86 cfs 0.054 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.86 cfs 0.054 af Peak Elev=117.67' Inflow=1.01 cfs 0.064 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.01 cfs 0.064 af Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=122.01' Inflow=1.35 cfs 0.095 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.35 cfs 0.095 af Peak Elev=121.97' Inflow=1.02 cfs 0.066 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.02 cfs 0.066 af Peak Elev=117.56' Inflow=6.74 cfs 0.449 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=6.74 cfs 0.449 af Peak Elev=120.56' Inflow=4.87 cfs 0.331 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=4.87 cfs 0.331 af Peak Elev=121.92' Inflow=4.87 cfs 0.331 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=4.87 cfs 0.331 af Peak Elev=122.89' Inflow=2.52 cfs 0.170 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.52 cfs 0.170 af Peak Elev=123.14' Inflow=2.52 cfs 0.170 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.52 cfs 0.170 af Total Runoff Area = 2.277 ac Runoff Volume = 0.575 af Average Runoff Depth = 3.03" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 Runoff=0.76 cfs @ 12.04 hrs, Volume=0.048 af, Depth>3.11" 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=4.50" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Summary for Subcatchment 16S: Area 16 Runoff=0.89 cfs @ 12.05 hrs, Volume=0.058 af, Depth>3.52" 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=4.50" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 Runoff=0.91 cfs @ 12.08 hrs, Volume=0.063 af, Depth>3.21" 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=4.50" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Summary for Subcatchment 18S: Area 18 Runoff=1.35 cfs @ 12.07 hrs, Volume=0.095 af, Depth>3.52" 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=4.50" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 Runoff=1.02 cfs @ 12.06 hrs, Volume=0.066 af, Depth>2.82" 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=4.50" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Summary for Subcatchment 20S: Area 20 Runoff=1.01 cfs @ 12.05 hrs, Volume=0.064 af, Depth>2.92" 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=4.50" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 Runoff=0.86 cfs @ 12.06 hrs, Volume=0.054 af, Depth>2.82" 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=4.50" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Summary for Subcatchment 22S: Area 22 Runoff=0.89 cfs @ 12.06 hrs, Volume=0.056 af, Depth>2.82" 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=4.50" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 Runoff=1.11 cfs @ 12.06 hrs, Volume=0.070 af, Depth>2.64" 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=4.50" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Summary for Pond 1P: DMH1 Inflow Area =2.277 ac,65.92% Impervious, Inflow Depth > 3.03" for 10-Year event Inflow=8.73 cfs @ 12.06 hrs, Volume=0.575 af Primary=8.73 cfs @ 12.06 hrs, Volume=0.575 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 3.11" 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= 123.43' @ 12.28 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.40' TW=122.54' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 3.32" for 10-Year event Inflow=1.64 cfs @ 12.04 hrs, Volume=0.106 af Outflow=1.64 cfs @ 12.04 hrs, Volume=0.106 af, Atten= 0%, Lag= 0.0 min Primary=1.64 cfs @ 12.04 hrs, Volume=0.106 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.38' @ 12.23 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=1.51 cfs @ 12.04 hrs HW=122.59' TW=121.24' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.51 cfs @ 4.32 fps) Summary for Pond CB1: CB1 Inflow Area =0.238 ac,58.40% Impervious, Inflow Depth > 2.82" for 10-Year event Inflow=0.89 cfs @ 12.06 hrs, Volume=0.056 af Outflow=0.89 cfs @ 12.06 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.0 min Primary=0.89 cfs @ 12.06 hrs, Volume=0.056 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' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=0.87 cfs @ 12.06 hrs HW=114.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.87 cfs @ 2.86 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 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 > 2.64" for 10-Year event Inflow=1.11 cfs @ 12.06 hrs, Volume=0.070 af Outflow=1.11 cfs @ 12.06 hrs, Volume=0.070 af, Atten= 0%, Lag= 0.0 min Primary=1.11 cfs @ 12.06 hrs, Volume=0.070 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.83' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=1.08 cfs @ 12.06 hrs HW=114.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.08 cfs @ 4.24 fps) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 2.82" for 10-Year event Inflow=0.86 cfs @ 12.06 hrs, Volume=0.054 af Outflow=0.86 cfs @ 12.06 hrs, Volume=0.054 af, Atten= 0%, Lag= 0.0 min Primary=0.86 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= 117.60' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=116.62' TW=117.46' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 2.92" for 10-Year event Inflow=1.01 cfs @ 12.05 hrs, Volume=0.064 af Outflow=1.01 cfs @ 12.05 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.0 min Primary=1.01 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 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.67' @ 12.10 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=117.42' TW=117.48' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.324 ac,83.33% Impervious, Inflow Depth > 3.52" for 10-Year event Inflow=1.35 cfs @ 12.07 hrs, Volume=0.095 af Outflow=1.35 cfs @ 12.07 hrs, Volume=0.095 af, Atten= 0%, Lag= 0.0 min Primary=1.35 cfs @ 12.07 hrs, Volume=0.095 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.01' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=120.18' TW=121.15' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 2.82" for 10-Year event Inflow=1.02 cfs @ 12.06 hrs, Volume=0.066 af Outflow=1.02 cfs @ 12.06 hrs, Volume=0.066 af, Atten= 0%, Lag= 0.0 min Primary=1.02 cfs @ 12.06 hrs, Volume=0.066 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.97' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=119.99' TW=121.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH2: DMH2 Inflow Area =1.721 ac,69.84% Impervious, Inflow Depth > 3.13" for 10-Year event Inflow=6.74 cfs @ 12.06 hrs, Volume=0.449 af Outflow=6.74 cfs @ 12.06 hrs, Volume=0.449 af, Atten= 0%, Lag= 0.0 min Primary=6.74 cfs @ 12.06 hrs, Volume=0.449 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.56' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=6.59 cfs @ 12.06 hrs HW=117.44' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.59 cfs @ 5.37 fps) Summary for Pond DMH3: DMH3 Inflow Area =1.226 ac,73.49% Impervious, Inflow Depth > 3.24" for 10-Year event Inflow=4.87 cfs @ 12.06 hrs, Volume=0.331 af Outflow=4.87 cfs @ 12.06 hrs, Volume=0.331 af, Atten= 0%, Lag= 0.0 min Primary=4.87 cfs @ 12.06 hrs, Volume=0.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.56' @ 12.08 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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 @ 12.06 hrs HW=120.10' TW=117.42' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.14 cfs @ 5.27 fps) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 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 > 3.24" for 10-Year event Inflow=4.87 cfs @ 12.06 hrs, Volume=0.331 af Outflow=4.87 cfs @ 12.06 hrs, Volume=0.331 af, Atten= 0%, Lag= 0.0 min Primary=4.87 cfs @ 12.06 hrs, Volume=0.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.92' @ 12.11 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=2.83 cfs @ 12.06 hrs HW=120.91' TW=120.10' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.83 cfs @ 3.60 fps) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.28" for 10-Year event Inflow=2.52 cfs @ 12.05 hrs, Volume=0.170 af Outflow=2.52 cfs @ 12.05 hrs, Volume=0.170 af, Atten= 0%, Lag= 0.0 min Primary=2.52 cfs @ 12.05 hrs, Volume=0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.89' @ 12.13 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=1.38 cfs @ 12.05 hrs HW=121.59' TW=120.75' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.38 cfs @ 2.53 fps) Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.28" for 10-Year event Inflow=2.52 cfs @ 12.05 hrs, Volume=0.170 af Outflow=2.52 cfs @ 12.05 hrs, Volume=0.170 af, Atten= 0%, Lag= 0.0 min Primary=2.52 cfs @ 12.05 hrs, Volume=0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 123.14' @ 12.18 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=121.34' TW=121.59' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.199 ac 64.32% Impervious Runoff Depth>2.73"Subcatchment A-26: Area 26 Flow Length=82' Tc=1.1 min CN=85 Runoff=0.75 cfs 0.045 af Runoff Area=0.170 ac 67.65% Impervious Runoff Depth>2.83"Subcatchment A-26a: Area 26A Flow Length=82' Tc=1.1 min CN=86 Runoff=0.66 cfs 0.040 af Avg. Flow Depth=0.05' Max Vel=2.37 fps Inflow=0.66 cfs 0.040 afReach 17R: Area 36A Swale n=0.013 L=11.0' S=0.0273 '/' Capacity=77.72 cfs Outflow=0.65 cfs 0.040 af Avg. Flow Depth=0.06' Max Vel=2.04 fps Inflow=0.75 cfs 0.045 afReach 20R: Area 26 Swale n=0.013 L=7.0' S=0.0143 '/' Capacity=56.25 cfs Outflow=0.74 cfs 0.045 af Avg. Flow Depth=0.22' Max Vel=0.46 fps Inflow=0.74 cfs 0.045 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.52 cfs 0.045 af Avg. Flow Depth=0.26' Max Vel=0.50 fps Inflow=0.82 cfs 0.085 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=0.73 cfs 0.084 af Inflow=0.73 cfs 0.084 afReach 24R: (new Reach) Outflow=0.73 cfs 0.084 af Total Runoff Area = 0.369 ac Runoff Volume = 0.085 af Average Runoff Depth = 2.78" 34.15% Pervious = 0.126 ac 65.85% Impervious = 0.243 ac Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-26: Area 26 Runoff=0.75 cfs @ 12.02 hrs, Volume=0.045 af, Depth>2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.12898Paved parking, HSG B 0.07161>75% Grass cover, Good, HSG B 0.19985Weighted Average 0.07135.68% Pervious Area 0.12864.32% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-26a: Area 26A Runoff=0.66 cfs @ 12.02 hrs, Volume=0.040 af, Depth>2.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac)CNDescription 0.11598Paved parking, HSG B 0.05561>75% Grass cover, Good, HSG B 0.17086Weighted Average 0.05532.35% Pervious Area 0.11567.65% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 36A Swale Inflow Area =0.170 ac,67.65% Impervious, Inflow Depth > 2.83" for 10-Year event Inflow=0.66 cfs @ 12.02 hrs, Volume=0.040 af Outflow=0.65 cfs @ 12.02 hrs, Volume=0.040 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.37 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 77.72 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 11.0' Slope= 0.0273 '/' Inlet Invert= 120.30', Outlet Invert= 120.00' ‡ Summary for Reach 20R: Area 26 Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 2.73" for 10-Year event Inflow=0.75 cfs @ 12.02 hrs, Volume=0.045 af Outflow=0.74 cfs @ 12.02 hrs, Volume=0.045 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.04 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.64 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 56.25 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 7.0' Slope= 0.0143 '/' Inlet Invert= 121.60', Outlet Invert= 121.50' ‡ Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 2.73" for 10-Year event Inflow=0.74 cfs @ 12.02 hrs, Volume=0.045 af Outflow=0.52 cfs @ 12.24 hrs, Volume=0.045 af, Atten= 30%, Lag= 13.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.46 fps, Min. Travel Time= 9.1 min Avg. Velocity = 0.21 fps, Avg. Travel Time= 19.7 min Peak Storage= 283 cf @ 12.09 hrs Average Depth at Peak Storage= 0.22' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 2.76" for 10-Year event Inflow=0.82 cfs @ 12.03 hrs, Volume=0.085 af Outflow=0.73 cfs @ 12.34 hrs, Volume=0.084 af, Atten= 11%, Lag= 18.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.50 fps, Min. Travel Time= 4.3 min Avg. Velocity = 0.23 fps, Avg. Travel Time= 9.4 min Peak Storage= 189 cf @ 12.26 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Proposed Conditions Type III 24-hr 10-Year Rainfall=4.50"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 2.75" for 10-Year event Inflow=0.73 cfs @ 12.34 hrs, Volume=0.084 af Outflow=0.73 cfs @ 12.34 hrs, Volume=0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=0.404 ac 0.00% Impervious Runoff Depth>2.70"Subcatchment A-01: Area 01 Flow Length=67' Tc=7.1 min CN=76 Runoff=1.22 cfs 0.091 af Runoff Area=0.580 ac 0.00% Impervious Runoff Depth>1.42"Subcatchment A-02: Area 02 Flow Length=97' Tc=8.3 min CN=60 Runoff=0.79 cfs 0.068 af Runoff Area=0.325 ac 0.00% Impervious Runoff Depth>1.42"Subcatchment A-03: Area 03 Flow Length=69' Tc=6.0 min CN=60 Runoff=0.48 cfs 0.038 af Runoff Area=0.260 ac 80.77% Impervious Runoff Depth>4.18"Subcatchment A-04: Area 04 Flow Length=191' Tc=2.5 min CN=91 Runoff=1.32 cfs 0.090 af Runoff Area=0.031 ac 87.10% Impervious Runoff Depth>4.39"Subcatchment A-05: Area 05 Flow Length=98' Tc=1.6 min CN=93 Runoff=0.16 cfs 0.011 af Runoff Area=0.030 ac 66.67% Impervious Runoff Depth>3.65"Subcatchment A-06: Area 06 Flow Length=54' Tc=0.8 min CN=86 Runoff=0.14 cfs 0.009 af Runoff Area=0.030 ac 33.33% Impervious Runoff Depth>2.44"Subcatchment A-07: Area 07 Flow Length=36' Tc=2.2 min CN=73 Runoff=0.09 cfs 0.006 af Runoff Area=0.480 ac 100.00% Impervious Runoff Depth>4.96"Subcatchment A-08: Area 08 Tc=5.0 min CN=98 Runoff=2.46 cfs 0.198 af Runoff Area=0.190 ac 84.21% Impervious Runoff Depth>4.28"Subcatchment A-09: Area 09 Flow Length=85' Slope=0.0100 '/' Tc=1.4 min CN=92 Runoff=0.99 cfs 0.068 af Runoff Area=0.390 ac 62.82% Impervious Runoff Depth>3.65"Subcatchment A-10: Area 10 Flow Length=398' Tc=4.6 min CN=86 Runoff=1.68 cfs 0.119 af Runoff Area=0.220 ac 81.82% Impervious Runoff Depth>4.18"Subcatchment A-11: Area 11 Flow Length=106' Tc=1.4 min CN=91 Runoff=1.13 cfs 0.077 af Runoff Area=0.199 ac 79.90% Impervious Runoff Depth>4.18"Subcatchment A-12: Area 12 Flow Length=87' Tc=1.2 min CN=91 Runoff=1.03 cfs 0.069 af Runoff Area=0.160 ac 56.25% Impervious Runoff Depth>3.26"Subcatchment A-13: Area 13 Flow Length=79' Tc=1.1 min CN=82 Runoff=0.67 cfs 0.043 af Runoff Area=0.043 ac 83.72% Impervious Runoff Depth>4.28"Subcatchment A-14: Area 14 Flow Length=63' Slope=0.0100 '/' Tc=1.1 min CN=92 Runoff=0.23 cfs 0.015 af Runoff Area=0.220 ac 95.45% Impervious Runoff Depth>4.73"Subcatchment A-15: Area 15 Flow Length=109' Tc=1.5 min CN=96 Runoff=1.20 cfs 0.087 af Runoff Area=0.250 ac 96.00% Impervious Runoff Depth>4.85"Subcatchment A-16: Area 16 Flow Length=113' Tc=1.6 min CN=97 Runoff=1.37 cfs 0.101 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.170 ac 94.12% Impervious Runoff Depth>4.73"Subcatchment A-17: Area 17 Flow Length=69' Tc=1.2 min CN=96 Runoff=0.94 cfs 0.067 af Runoff Area=0.160 ac 87.50% Impervious Runoff Depth>4.39"Subcatchment A-18: Area 18 Flow Length=86' Tc=1.4 min CN=93 Runoff=0.85 cfs 0.059 af Runoff Area=0.210 ac 66.67% Impervious Runoff Depth>3.86"Subcatchment A-19: Area 19 Flow Length=122' Tc=1.5 min CN=88 Runoff=1.01 cfs 0.068 af Runoff Area=0.200 ac 90.00% Impervious Runoff Depth>4.51"Subcatchment A-20: Area 20 Flow Length=89' Tc=1.5 min CN=94 Runoff=1.07 cfs 0.075 af Runoff Area=0.220 ac 90.91% Impervious Runoff Depth>4.62"Subcatchment A-21: Area 21 Flow Length=83' Tc=1.0 min CN=95 Runoff=1.22 cfs 0.085 af Runoff Area=0.220 ac 86.36% Impervious Runoff Depth>4.39"Subcatchment A-22: Area 22 Flow Length=81' Tc=1.2 min CN=93 Runoff=1.17 cfs 0.081 af Runoff Area=0.200 ac 85.00% Impervious Runoff Depth>4.28"Subcatchment A-23: Area 23 Flow Length=107' Tc=1.6 min CN=92 Runoff=1.03 cfs 0.071 af Runoff Area=0.090 ac 77.78% Impervious Runoff Depth>4.07"Subcatchment A-24: Area 24 Flow Length=84' Slope=0.0100 '/' Tc=1.4 min CN=90 Runoff=0.45 cfs 0.031 af Runoff Area=0.351 ac 100.00% Impervious Runoff Depth>4.96"Subcatchment A-25: Area 25 Tc=5.0 min CN=98 Runoff=1.80 cfs 0.145 af Runoff Area=0.342 ac 77.19% Impervious Runoff Depth>4.07"Subcatchment A-27: Area 27 Flow Length=145' Tc=1.6 min CN=90 Runoff=1.70 cfs 0.116 af Runoff Area=0.460 ac 80.43% Impervious Runoff Depth>4.18"Subcatchment A-28: Area 28 Flow Length=123' Tc=1.4 min CN=91 Runoff=2.35 cfs 0.160 af Runoff Area=0.300 ac 50.00% Impervious Runoff Depth>3.35"Subcatchment A-29: Area 29 Flow Length=280' Tc=3.5 min CN=83 Runoff=1.26 cfs 0.084 af Runoff Area=0.093 ac 100.00% Impervious Runoff Depth>4.96"Subcatchment A-30: Area 30 Tc=5.0 min CN=98 Runoff=0.48 cfs 0.038 af Runoff Area=0.030 ac 0.00% Impervious Runoff Depth>1.49"Subcatchment A-31: Area 31 Flow Length=432' Tc=4.5 min CN=61 Runoff=0.05 cfs 0.004 af Runoff Area=0.120 ac 75.00% Impervious Runoff Depth>3.96"Subcatchment A-32: Area 32 Flow Length=82' Tc=1.1 min CN=89 Runoff=0.60 cfs 0.040 af Runoff Area=0.120 ac 91.67% Impervious Runoff Depth>4.62"Subcatchment A-33: Area 33 Flow Length=68' Tc=0.9 min CN=95 Runoff=0.67 cfs 0.046 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>4.51"Subcatchment A-34: Area 34 Flow Length=51' Tc=0.9 min CN=94 Runoff=0.55 cfs 0.038 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.140 ac 92.86% Impervious Runoff Depth>4.62"Subcatchment A-35: Area 35 Flow Length=72' Tc=1.0 min CN=95 Runoff=0.77 cfs 0.054 af Runoff Area=0.070 ac 85.71% Impervious Runoff Depth>4.39"Subcatchment A-36: Area 36 Flow Length=55' Tc=0.8 min CN=93 Runoff=0.38 cfs 0.026 af Avg. Flow Depth=0.33' Max Vel=0.59 fps Inflow=1.33 cfs 0.142 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=1.20 cfs 0.141 af Peak Elev=114.33' Storage=20,930 cf Inflow=25.02 cfs 1.854 afPond Basin: Infiltration Basin 0.327 af Primary=4.05 cfs 0.751 af Secondary=13.03 cfs 0.549 af Tertiary=0.00 cfs 0.000 af Outflow=16.81 cfs 1.626 af Peak Elev=120.80' Storage=2,594 cf Inflow=1.26 cfs 0.084 afPond BR-1: Bioretention Outflow=0.07 cfs 0.025 af Peak Elev=118.88' Storage=2,005 cf Inflow=1.68 cfs 0.119 afPond BR-2: Bioretention Outflow=1.29 cfs 0.077 af Peak Elev=119.64' Inflow=1.70 cfs 0.116 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=28.7' S=0.0105 '/' Outflow=1.70 cfs 0.116 af Peak Elev=117.10' Inflow=0.77 cfs 0.054 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.77 cfs 0.054 af Peak Elev=117.25' Inflow=1.37 cfs 0.101 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.37 cfs 0.101 af Peak Elev=117.82' Inflow=0.38 cfs 0.026 afPond CB-P12: CB-P12 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.38 cfs 0.026 af Peak Elev=118.12' Inflow=1.13 cfs 0.077 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=1.13 cfs 0.077 af Peak Elev=117.95' Inflow=1.03 cfs 0.071 afPond CB-P14: CB-P14 12.0" Round Culvert n=0.013 L=61.0' S=0.0230 '/' Outflow=1.03 cfs 0.071 af Peak Elev=117.02' Inflow=1.07 cfs 0.075 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=53.0' S=0.0085 '/' Outflow=1.07 cfs 0.075 af Peak Elev=118.10' Inflow=1.01 cfs 0.068 afPond CB-P16: CB-P16 12.0" Round Culvert n=0.013 L=5.0' S=0.3100 '/' Outflow=1.01 cfs 0.068 af Peak Elev=116.94' Inflow=0.85 cfs 0.059 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=49.0' S=0.0153 '/' Outflow=0.85 cfs 0.059 af Peak Elev=117.06' Inflow=1.20 cfs 0.087 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=50.0' S=0.0090 '/' Outflow=1.20 cfs 0.087 af Peak Elev=118.05' Inflow=1.03 cfs 0.069 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=67.0' S=0.0224 '/' Outflow=1.03 cfs 0.069 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=119.86' Inflow=2.35 cfs 0.160 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=13.5' S=0.0185 '/' Outflow=2.35 cfs 0.160 af Peak Elev=117.91' Inflow=0.23 cfs 0.015 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=9.0' S=0.1889 '/' Outflow=0.23 cfs 0.015 af Peak Elev=117.78' Inflow=0.99 cfs 0.068 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=7.0' S=0.0043 '/' Outflow=0.99 cfs 0.068 af Peak Elev=116.47' Inflow=1.32 cfs 0.090 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=7.0' S=0.0100 '/' Outflow=1.32 cfs 0.090 af Peak Elev=116.21' Inflow=0.14 cfs 0.009 afPond CB-P23: CB-P23 12.0" Round Culvert n=0.013 L=14.0' S=0.0857 '/' Outflow=0.14 cfs 0.009 af Peak Elev=115.72' Inflow=0.16 cfs 0.011 afPond CB-P24: CB-P24 12.0" Round Culvert n=0.013 L=33.0' S=0.0212 '/' Outflow=0.16 cfs 0.011 af Peak Elev=118.05' Inflow=0.60 cfs 0.040 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.60 cfs 0.040 af Peak Elev=118.44' Inflow=1.17 cfs 0.081 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=1.17 cfs 0.081 af Peak Elev=117.35' Inflow=0.67 cfs 0.046 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.67 cfs 0.046 af Peak Elev=117.46' Inflow=1.22 cfs 0.085 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.22 cfs 0.085 af Peak Elev=117.22' Inflow=0.55 cfs 0.038 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.55 cfs 0.038 af Peak Elev=117.25' Inflow=0.94 cfs 0.067 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.94 cfs 0.067 af Peak Elev=119.00' Inflow=4.45 cfs 0.315 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=194.0' S=0.0077 '/' Outflow=4.45 cfs 0.315 af Peak Elev=116.78' Inflow=10.00 cfs 0.757 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=70.0' S=0.0057 '/' Outflow=10.00 cfs 0.757 af Peak Elev=116.56' Inflow=12.40 cfs 0.929 afPond DMH-P11: DMH-P11 24.0" Round Culvert n=0.013 L=75.0' S=0.0067 '/' Outflow=12.40 cfs 0.929 af Peak Elev=116.36' Inflow=9.77 cfs 0.680 afPond DMH-P12: DMH-P12 24.0" Round Culvert n=0.013 L=74.5' S=0.0050 '/' Outflow=9.77 cfs 0.680 af Peak Elev=115.85' Inflow=9.77 cfs 0.680 afPond DMH-P13: DMH-P13 24.0" Round Culvert n=0.013 L=107.0' S=0.0050 '/' Outflow=9.77 cfs 0.680 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=115.13' Inflow=11.00 cfs 0.771 afPond DMH-P14: DMH-P14 30.0" Round Culvert n=0.013 L=56.0' S=0.0050 '/' Outflow=11.00 cfs 0.771 af Peak Elev=113.18' Inflow=14.91 cfs 1.486 afPond DMH-P16: DMH-P16 18.0" Round Culvert n=0.012 L=103.0' S=0.0150 '/' Outflow=14.91 cfs 1.486 af Peak Elev=119.46' Inflow=2.14 cfs 0.154 afPond DMH-P17: DMH-P17 12.0" Round Culvert n=0.013 L=28.0' S=0.0161 '/' Outflow=2.14 cfs 0.154 af Peak Elev=117.73' Inflow=2.46 cfs 0.198 afPond DMH-P18: DMH-P18 18.0" Round Culvert n=0.013 L=61.0' S=0.0115 '/' Outflow=2.46 cfs 0.198 af Peak Elev=117.54' Inflow=6.11 cfs 0.485 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=217.0' S=0.0055 '/' Outflow=6.11 cfs 0.485 af Peak Elev=116.05' Inflow=13.06 cfs 0.972 afPond DMH-P20: DMH-P20 24.0" Round Culvert n=0.013 L=153.0' S=0.0052 '/' Outflow=13.06 cfs 0.972 af Peak Elev=115.18' Inflow=13.35 cfs 0.993 afPond DMH-P21: DMH-P21 24.0" Round Culvert n=0.013 L=99.0' S=0.0051 '/' Outflow=13.35 cfs 0.993 af Peak Elev=117.90' Inflow=1.77 cfs 0.120 afPond DMH-P4: DMH-P4 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=1.77 cfs 0.120 af Peak Elev=117.34' Inflow=3.65 cfs 0.251 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=59.0' S=0.0051 '/' Outflow=3.65 cfs 0.251 af Peak Elev=117.21' Inflow=5.14 cfs 0.356 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=5.14 cfs 0.356 af Peak Elev=117.05' Inflow=7.28 cfs 0.510 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=7.28 cfs 0.510 af Peak Elev=116.79' Inflow=8.78 cfs 0.613 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=78.0' S=0.0050 '/' Outflow=8.78 cfs 0.613 af Peak Elev=116.85' Inflow=9.17 cfs 0.699 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=79.0' S=0.0063 '/' Outflow=9.17 cfs 0.699 af Peak Elev=115.36' Inflow=11.01 cfs 0.735 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=11.01 cfs 0.735 af Inflow=14.91 cfs 1.486 afPond OTF-1: Outfall Primary=14.91 cfs 1.486 af Peak Elev=121.39' Inflow=0.48 cfs 0.038 afPond RD-1: Roof Drain 12.0" Round Culvert n=0.013 L=146.0' S=0.0175 '/' Outflow=0.48 cfs 0.038 af Peak Elev=120.11' Inflow=1.80 cfs 0.145 afPond RD-2: Roof Drain 12.0" Round Culvert n=0.013 L=57.0' S=0.0342 '/' Outflow=1.80 cfs 0.145 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=30.72 cfs 2.520 afPond Wetland: Adjacent Wetland Primary=30.72 cfs 2.520 af 25-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=10.91 cfs 0.729 afLink Area= 2.277 ac 65.92% Imperv. Primary=10.91 cfs 0.729 af 25-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Inflow=0.90 cfs 0.103 afLink 2L: Area= 0.369 ac 65.85% Imperv. Primary=0.90 cfs 0.103 af Total Runoff Area = 7.408 ac Runoff Volume = 2.377 af Average Runoff Depth = 3.85" 32.17% Pervious = 2.383 ac 67.83% Impervious = 5.025 ac Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-01: Area 01 Runoff=1.22 cfs @ 12.11 hrs, Volume=0.091 af, Depth>2.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.24561>75% Grass cover, Good, HSG B 0.15998Water Surface, 0% imp, HSG B 0.40476Weighted Average 0.404100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.740.02500.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.5330.03000.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 7.167Total Summary for Subcatchment A-02: Area 02 Runoff=0.79 cfs @ 12.14 hrs, Volume=0.068 af, Depth>1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.17661>75% Grass cover, Good, HSG B 0.40460Woods, Fair, HSG B 0.58060Weighted Average 0.580100.00% Pervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8100.10000.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6170.05900.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1200.20000.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9200.05000.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.397Total Summary for Subcatchment A-03: Area 03 Runoff=0.48 cfs @ 12.10 hrs, Volume=0.038 af, Depth>1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.15061>75% Grass cover, Good, HSG B 0.17560Woods, Fair, HSG B 0.32560Weighted Average 0.325100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8180.33300.36 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.8190.05300.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.4320.03100.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 6.069Total Summary for Subcatchment A-04: Area 04 Runoff=1.32 cfs @ 12.04 hrs, Volume=0.090 af, Depth>4.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.21098Paved parking, HSG B 0.05061>75% Grass cover, Good, HSG B 0.26091Weighted Average 0.05019.23% Pervious Area 0.21080.77% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4270.01901.01 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4730.00800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5550.00801.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2360.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5191Total Summary for Subcatchment A-05: Area 05 Runoff=0.16 cfs @ 12.02 hrs, Volume=0.011 af, Depth>4.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.02798Paved parking, HSG B 0.00461>75% Grass cover, Good, HSG B 0.03193Weighted Average 0.00412.90% Pervious Area 0.02787.10% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.1700.01401.08 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.02601.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.698Total Summary for Subcatchment A-06: Area 06 Runoff=0.14 cfs @ 12.01 hrs, Volume=0.009 af, Depth>3.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.02098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.03086Weighted Average 0.01033.33% Pervious Area 0.02066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.854Total Summary for Subcatchment A-07: Area 07 Runoff=0.09 cfs @ 12.04 hrs, Volume=0.006 af, Depth>2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.01098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.03073Weighted Average 0.02066.67% Pervious Area 0.01033.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.650.05000.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.230.33000.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.3180.11000.23 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1100.05001.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.236Total Summary for Subcatchment A-08: Area 08 Runoff=2.46 cfs @ 12.07 hrs, Volume=0.198 af, Depth>4.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.48098Roofs, HSG B 0.480100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-09: Area 09 Runoff=0.99 cfs @ 12.02 hrs, Volume=0.068 af, Depth>4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.19092Weighted Average 0.03015.79% Pervious Area 0.16084.21% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4850.01000.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-10: Area 10 Runoff=1.68 cfs @ 12.07 hrs, Volume=0.119 af, Depth>3.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.24598Paved parking, HSG B 0.13161>75% Grass cover, Good, HSG B 0.01498Water Surface, 0% imp, HSG B 0.39086Weighted Average 0.14537.18% Pervious Area 0.24562.82% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6840.00700.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.61540.00601.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4650.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0950.01101.57 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.6398Total Summary for Subcatchment A-11: Area 11 Runoff=1.13 cfs @ 12.02 hrs, Volume=0.077 af, Depth>4.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.22091Weighted Average 0.04018.18% Pervious Area 0.18081.82% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.0650.01501.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1150.01701.96 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.4106Total Summary for Subcatchment A-12: Area 12 Runoff=1.03 cfs @ 12.02 hrs, Volume=0.069 af, Depth>4.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.15998Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.19991Weighted Average 0.04020.10% Pervious Area 0.15979.90% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.287Total Summary for Subcatchment A-13: Area 13 Runoff=0.67 cfs @ 12.02 hrs, Volume=0.043 af, Depth>3.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.07061>75% Grass cover, Good, HSG B 0.16082Weighted Average 0.07043.75% Pervious Area 0.09056.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.03001.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.179Total Summary for Subcatchment A-14: Area 14 Runoff=0.23 cfs @ 12.01 hrs, Volume=0.015 af, Depth>4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.03698Paved parking, HSG B 0.00761>75% Grass cover, Good, HSG B 0.04392Weighted Average 0.00716.28% Pervious Area 0.03683.72% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1630.01000.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-15: Area 15 Runoff=1.20 cfs @ 12.02 hrs, Volume=0.087 af, Depth>4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.21098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.22096Weighted Average 0.0104.55% Pervious Area 0.21095.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7570.02501.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5109Total Summary for Subcatchment A-16: Area 16 Runoff=1.37 cfs @ 12.02 hrs, Volume=0.101 af, Depth>4.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.24098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.25097Weighted Average 0.0104.00% Pervious Area 0.24096.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6113Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-17: Area 17 Runoff=0.94 cfs @ 12.02 hrs, Volume=0.067 af, Depth>4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.17096Weighted Average 0.0105.88% Pervious Area 0.16094.12% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6370.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.269Total Summary for Subcatchment A-18: Area 18 Runoff=0.85 cfs @ 12.02 hrs, Volume=0.059 af, Depth>4.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.14098Unconnected pavement, HSG B 0.02061>75% Grass cover, Good, HSG B 0.16093Weighted Average 0.02012.50% Pervious Area 0.14087.50% Impervious Area 0.140100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8540.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.486Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-19: Area 19 Runoff=1.01 cfs @ 12.02 hrs, Volume=0.068 af, Depth>3.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.14098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.21088Weighted Average 0.07033.33% Pervious Area 0.14066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9600.01701.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5400.02501.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1220.02303.08 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5122Total Summary for Subcatchment A-20: Area 20 Runoff=1.07 cfs @ 12.02 hrs, Volume=0.075 af, Depth>4.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.20094Weighted Average 0.02010.00% Pervious Area 0.18090.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9570.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.589Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-21: Area 21 Runoff=1.22 cfs @ 12.01 hrs, Volume=0.085 af, Depth>4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.20098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.22095Weighted Average 0.0209.09% Pervious Area 0.20090.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5480.03601.47 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.083Total Summary for Subcatchment A-22: Area 22 Runoff=1.17 cfs @ 12.02 hrs, Volume=0.081 af, Depth>4.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.19098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.22093Weighted Average 0.03013.64% Pervious Area 0.19086.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5300.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.281Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-23: Area 23 Runoff=1.03 cfs @ 12.03 hrs, Volume=0.071 af, Depth>4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.20092Weighted Average 0.03015.00% Pervious Area 0.17085.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9560.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6107Total Summary for Subcatchment A-24: Area 24 Runoff=0.45 cfs @ 12.02 hrs, Volume=0.031 af, Depth>4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.07098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.09090Weighted Average 0.02022.22% Pervious Area 0.07077.78% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4840.01000.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-25: Area 25 Runoff=1.80 cfs @ 12.07 hrs, Volume=0.145 af, Depth>4.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.35198Roofs, HSG B 0.351100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Summary for Subcatchment A-27: Area 27 Runoff=1.70 cfs @ 12.03 hrs, Volume=0.116 af, Depth>4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.26498Paved parking, HSG B 0.07861>75% Grass cover, Good, HSG B 0.34290Weighted Average 0.07822.81% Pervious Area 0.26477.19% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.090.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6145Total Summary for Subcatchment A-28: Area 28 Runoff=2.35 cfs @ 12.02 hrs, Volume=0.160 af, Depth>4.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.37098Paved parking, HSG B 0.09061>75% Grass cover, Good, HSG B 0.46091Weighted Average 0.09019.57% Pervious Area 0.37080.43% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8530.01901.16 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4300.03301.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4123Total Summary for Subcatchment A-29: Area 29 Runoff=1.26 cfs @ 12.05 hrs, Volume=0.084 af, Depth>3.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.15098Paved parking, HSG B 0.12161>75% Grass cover, Good, HSG B 0.02998Water Surface, 0% imp, HSG B 0.30083Weighted Average 0.15050.00% Pervious Area 0.15050.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9470.01000.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.81000.01002.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0110.09104.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1720.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.5280Total Summary for Subcatchment A-30: Area 30 Runoff=0.48 cfs @ 12.07 hrs, Volume=0.038 af, Depth>4.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.09398Roofs, HSG B 0.093100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-31: Area 31 Runoff=0.05 cfs @ 12.08 hrs, Volume=0.004 af, Depth>1.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.03061>75% Grass cover, Good, HSG B 0.030100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0180.03800.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.5630.00500.70 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.03510.01906.003.27 Pipe Channel, 10.0" Round Area= 0.5 sf Perim= 2.6' r= 0.21' n= 0.012 Concrete pipe, finished 4.5432Total Summary for Subcatchment A-32: Area 32 Runoff=0.60 cfs @ 12.02 hrs, Volume=0.040 af, Depth>3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.12089Weighted Average 0.03025.00% Pervious Area 0.09075.00% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-33: Area 33 Runoff=0.67 cfs @ 12.01 hrs, Volume=0.046 af, Depth>4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.11098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.12095Weighted Average 0.0108.33% Pervious Area 0.11091.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6490.02701.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.968Total Summary for Subcatchment A-34: Area 34 Runoff=0.55 cfs @ 12.01 hrs, Volume=0.038 af, Depth>4.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.10094Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01500.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.951Total Summary for Subcatchment A-35: Area 35 Runoff=0.77 cfs @ 12.01 hrs, Volume=0.054 af, Depth>4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.14095Weighted Average 0.0107.14% Pervious Area 0.13092.86% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7560.02301.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3160.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.072Total Summary for Subcatchment A-36: Area 36 Runoff=0.38 cfs @ 12.01 hrs, Volume=0.026 af, Depth>4.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.06098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.07093Weighted Average 0.01014.29% Pervious Area 0.06085.71% Impervious Area Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3240.04601.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5310.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.855Total Summary for Reach 23R: Bordering Veg Swale Inflow Area =0.694 ac,35.01% Impervious, Inflow Depth > 2.45" for 25-Year event Inflow=1.33 cfs @ 12.13 hrs, Volume=0.142 af Outflow=1.20 cfs @ 12.22 hrs, Volume=0.141 af, Atten= 10%, Lag= 5.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.59 fps, Min. Travel Time= 5.6 min Avg. Velocity = 0.25 fps, Avg. Travel Time= 13.6 min Peak Storage= 407 cf @ 12.22 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond Basin: Infiltration Basin Inflow Area =5.483 ac,76.97% Impervious, Inflow Depth > 4.06" for 25-Year event Inflow=25.02 cfs @ 12.03 hrs, Volume=1.854 af Outflow=16.81 cfs @ 12.13 hrs, Volume=1.626 af, Atten= 33%, Lag= 6.1 min Discarded=0.35 cfs @ 12.11 hrs, Volume=0.327 af Primary=4.05 cfs @ 12.17 hrs, Volume=0.751 af Secondary=13.03 cfs @ 12.11 hrs, Volume=0.549 af Tertiary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.33' @ 12.11 hrs Surf.Area= 8,239 sf Storage= 20,930 cf Flood Elev= 116.00' Surf.Area= 10,891 sf Storage= 36,829 cf Plug-Flow detention time= 103.7 min calculated for 1.626 af (88% of inflow) Center-of-Mass det. time= 46.5 min ( 824.3 - 777.8 ) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1110.50'36,829 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 110.5022200 111.003,8951,0291,029 112.005,0804,4885,517 112.255,3911,3096,826 112.505,7091,3888,213 112.756,0331,4689,681 113.006,3631,55011,230 113.507,0423,35114,582 114.007,7473,69718,279 115.009,2318,48926,768 116.0010,89110,06136,829 DeviceRouting InvertOutlet Devices #1Discarded110.50'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2Primary112.00'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0238 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3Device 2112.75'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #4Device 2115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5Tertiary116.00'6.0' 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 #6Secondary113.00'24.0" Round Culvert X 2.00 L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0066 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #7Primary115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.35 cfs @ 12.11 hrs HW=114.32' (Free Discharge) 1=Exfiltration ( Controls 0.35 cfs) Primary OutFlow Max=3.95 cfs @ 12.17 hrs HW=114.25' TW=111.75' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.95 cfs @ 5.03 fps) 3=Orifice/Grate (Passes 3.95 cfs of 7.14 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 7=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=12.86 cfs @ 12.11 hrs HW=114.32' TW=0.00' (Dynamic Tailwater) 6=Culvert (Barrel Controls 12.86 cfs @ 4.14 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=110.50' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR-1: Bioretention Inflow Area =0.300 ac,50.00% Impervious, Inflow Depth > 3.35" for 25-Year event Inflow=1.26 cfs @ 12.05 hrs, Volume=0.084 af Outflow=0.07 cfs @ 13.99 hrs, Volume=0.025 af, Atten= 94%, Lag= 116.3 min Primary=0.07 cfs @ 13.99 hrs, Volume=0.025 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.80' @ 13.99 hrs Surf.Area= 1,120 sf Storage= 2,594 cf Flood Elev= 121.30' Surf.Area= 1,585 sf Storage= 3,257 cf Plug-Flow detention time= 359.2 min calculated for 0.025 af (30% of inflow) Center-of-Mass det. time= 226.1 min ( 1,035.4 - 809.3 ) VolumeInvertAvail.StorageStorage Description #1116.75'3,257 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 116.7558500 119.755851,7551,755 120.006071491,904 121.001,2499282,832 121.301,5854253,257 DeviceRouting InvertOutlet Devices #1Primary116.65'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.65' / 116.30' S= 0.0095 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1120.75'24.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.07 cfs @ 13.99 hrs HW=120.80' TW=116.49' (Dynamic Tailwater) 1=Culvert (Passes 0.07 cfs of 5.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 0.71 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BR-2: Bioretention Inflow Area =0.390 ac,62.82% Impervious, Inflow Depth > 3.65" for 25-Year event Inflow=1.68 cfs @ 12.07 hrs, Volume=0.119 af Outflow=1.29 cfs @ 12.15 hrs, Volume=0.077 af, Atten= 23%, Lag= 5.1 min Primary=1.29 cfs @ 12.15 hrs, Volume=0.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.88' @ 12.15 hrs Surf.Area= 1,625 sf Storage= 2,005 cf Flood Elev= 119.00' Surf.Area= 1,744 sf Storage= 2,200 cf Plug-Flow detention time= 170.0 min calculated for 0.077 af (65% of inflow) Center-of-Mass det. time= 72.7 min ( 874.0 - 801.3 ) VolumeInvertAvail.StorageStorage Description #1114.75'2,680 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 114.7528300 117.75283849849 118.00709124973 119.001,7441,2272,200 119.252,1014812,680 DeviceRouting InvertOutlet Devices #1Primary117.00'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.65' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1118.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.28 cfs @ 12.15 hrs HW=118.88' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.28 cfs of 3.51 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.28 cfs @ 1.19 fps) Summary for Pond CB-P1: CB-P1 Inflow Area =0.342 ac,77.19% Impervious, Inflow Depth > 4.07" for 25-Year event Inflow=1.70 cfs @ 12.03 hrs, Volume=0.116 af Outflow=1.70 cfs @ 12.03 hrs, Volume=0.116 af, Atten= 0%, Lag= 0.0 min Primary=1.70 cfs @ 12.03 hrs, Volume=0.116 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.64' @ 12.07 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC L= 28.7' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.45' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.23 cfs @ 12.03 hrs HW=119.60' TW=119.37' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.23 cfs @ 2.34 fps) Summary for Pond CB-P10: CB-P10 Inflow Area =0.140 ac,92.86% Impervious, Inflow Depth > 4.62" for 25-Year event Inflow=0.77 cfs @ 12.01 hrs, Volume=0.054 af Outflow=0.77 cfs @ 12.01 hrs, Volume=0.054 af, Atten= 0%, Lag= 0.0 min Primary=0.77 cfs @ 12.01 hrs, Volume=0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.10' @ 12.09 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.29 cfs @ 12.01 hrs HW=116.97' TW=116.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.29 cfs @ 0.90 fps) Summary for Pond CB-P11: CB-P11 Inflow Area =0.250 ac,96.00% Impervious, Inflow Depth > 4.85" for 25-Year event Inflow=1.37 cfs @ 12.02 hrs, Volume=0.101 af Outflow=1.37 cfs @ 12.02 hrs, Volume=0.101 af, Atten= 0%, Lag= 0.0 min Primary=1.37 cfs @ 12.02 hrs, Volume=0.101 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.25' @ 12.06 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.96 cfs @ 12.02 hrs HW=117.19' TW=116.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.96 cfs @ 1.99 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P12: CB-P12 Inflow Area =0.070 ac,85.71% Impervious, Inflow Depth > 4.39" for 25-Year event Inflow=0.38 cfs @ 12.01 hrs, Volume=0.026 af Outflow=0.38 cfs @ 12.01 hrs, Volume=0.026 af, Atten= 0%, Lag= 0.0 min Primary=0.38 cfs @ 12.01 hrs, Volume=0.026 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.82' @ 12.01 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.28' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.37 cfs @ 12.01 hrs HW=117.81' TW=116.67' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.37 cfs @ 2.10 fps) Summary for Pond CB-P13: CB-P13 Inflow Area =0.220 ac,81.82% Impervious, Inflow Depth > 4.18" for 25-Year event Inflow=1.13 cfs @ 12.02 hrs, Volume=0.077 af Outflow=1.13 cfs @ 12.02 hrs, Volume=0.077 af, Atten= 0%, Lag= 0.0 min Primary=1.13 cfs @ 12.02 hrs, Volume=0.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.12' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.04' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.07 cfs @ 12.02 hrs HW=118.10' TW=116.70' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.07 cfs @ 2.85 fps) Summary for Pond CB-P14: CB-P14 Inflow Area =0.200 ac,85.00% Impervious, Inflow Depth > 4.28" for 25-Year event Inflow=1.03 cfs @ 12.03 hrs, Volume=0.071 af Outflow=1.03 cfs @ 12.03 hrs, Volume=0.071 af, Atten= 0%, Lag= 0.0 min Primary=1.03 cfs @ 12.03 hrs, Volume=0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.95' @ 12.03 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.35'12.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.35' / 115.95' S= 0.0230 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.99 cfs @ 12.03 hrs HW=117.94' TW=116.59' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.99 cfs @ 2.06 fps) Summary for Pond CB-P15: CB-P15 Inflow Area =0.200 ac,90.00% Impervious, Inflow Depth > 4.51" for 25-Year event Inflow=1.07 cfs @ 12.02 hrs, Volume=0.075 af Outflow=1.07 cfs @ 12.02 hrs, Volume=0.075 af, Atten= 0%, Lag= 0.0 min Primary=1.07 cfs @ 12.02 hrs, Volume=0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.02' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 53.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0085 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.92 cfs @ 12.02 hrs HW=117.00' TW=116.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.92 cfs @ 2.69 fps) Summary for Pond CB-P16: CB-P16 Inflow Area =0.210 ac,66.67% Impervious, Inflow Depth > 3.86" for 25-Year event Inflow=1.01 cfs @ 12.02 hrs, Volume=0.068 af Outflow=1.01 cfs @ 12.02 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Primary=1.01 cfs @ 12.02 hrs, Volume=0.068 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.10' @ 12.02 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary117.50'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.50' / 115.95' S= 0.3100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.97 cfs @ 12.02 hrs HW=118.08' TW=116.59' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.97 cfs @ 2.05 fps) Summary for Pond CB-P17: CB-P17 Inflow Area =0.160 ac,87.50% Impervious, Inflow Depth > 4.39" for 25-Year event Inflow=0.85 cfs @ 12.02 hrs, Volume=0.059 af Outflow=0.85 cfs @ 12.02 hrs, Volume=0.059 af, Atten= 0%, Lag= 0.0 min Primary=0.85 cfs @ 12.02 hrs, Volume=0.059 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.94' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 49.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.65' S= 0.0153 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.81 cfs @ 12.02 hrs HW=116.92' TW=116.21' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.81 cfs @ 1.94 fps) Summary for Pond CB-P18: CB-P18 Inflow Area =0.220 ac,95.45% Impervious, Inflow Depth > 4.73" for 25-Year event Inflow=1.20 cfs @ 12.02 hrs, Volume=0.087 af Outflow=1.20 cfs @ 12.02 hrs, Volume=0.087 af, Atten= 0%, Lag= 0.0 min Primary=1.20 cfs @ 12.02 hrs, Volume=0.087 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.06' @ 12.02 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0090 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.15 cfs @ 12.02 hrs HW=117.04' TW=116.02' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.15 cfs @ 2.15 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area =0.199 ac,79.90% Impervious, Inflow Depth > 4.18" for 25-Year event Inflow=1.03 cfs @ 12.02 hrs, Volume=0.069 af Outflow=1.03 cfs @ 12.02 hrs, Volume=0.069 af, Atten= 0%, Lag= 0.0 min Primary=1.03 cfs @ 12.02 hrs, Volume=0.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.05' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 115.95' S= 0.0224 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.98 cfs @ 12.02 hrs HW=118.03' TW=115.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.98 cfs @ 2.06 fps) Summary for Pond CB-P2: CB-P2 Inflow Area =0.460 ac,80.43% Impervious, Inflow Depth > 4.18" for 25-Year event Inflow=2.35 cfs @ 12.02 hrs, Volume=0.160 af Outflow=2.35 cfs @ 12.02 hrs, Volume=0.160 af, Atten= 0%, Lag= 0.0 min Primary=2.35 cfs @ 12.02 hrs, Volume=0.160 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.86' @ 12.02 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.50' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.25 cfs @ 12.02 hrs HW=119.82' TW=118.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.25 cfs @ 2.86 fps) Summary for Pond CB-P20: CB-P20 Inflow Area =0.043 ac,83.72% Impervious, Inflow Depth > 4.28" for 25-Year event Inflow=0.23 cfs @ 12.01 hrs, Volume=0.015 af Outflow=0.23 cfs @ 12.01 hrs, Volume=0.015 af, Atten= 0%, Lag= 0.0 min Primary=0.23 cfs @ 12.01 hrs, Volume=0.015 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.91' @ 12.02 hrs Flood Elev= 120.65' DeviceRouting InvertOutlet Devices #1Primary117.65'12.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.65' / 115.95' S= 0.1889 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.22 cfs @ 12.01 hrs HW=117.91' TW=115.94' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.22 cfs @ 1.36 fps) Summary for Pond CB-P21: CB-P21 Inflow Area =0.190 ac,84.21% Impervious, Inflow Depth > 4.28" for 25-Year event Inflow=0.99 cfs @ 12.02 hrs, Volume=0.068 af Outflow=0.99 cfs @ 12.02 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Primary=0.99 cfs @ 12.02 hrs, Volume=0.068 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.78' @ 12.02 hrs Flood Elev= 120.10' DeviceRouting InvertOutlet Devices #1Primary117.10'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 117.07' S= 0.0043 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.94 cfs @ 12.02 hrs HW=117.76' TW=116.30' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.94 cfs @ 2.43 fps) Summary for Pond CB-P22: CB-P22 Inflow Area =0.260 ac,80.77% Impervious, Inflow Depth > 4.18" for 25-Year event Inflow=1.32 cfs @ 12.04 hrs, Volume=0.090 af Outflow=1.32 cfs @ 12.04 hrs, Volume=0.090 af, Atten= 0%, Lag= 0.0 min Primary=1.32 cfs @ 12.04 hrs, Volume=0.090 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.47' @ 12.04 hrs Flood Elev= 118.70' DeviceRouting InvertOutlet Devices #1Primary115.70'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.70' / 115.63' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.29 cfs @ 12.04 hrs HW=116.45' TW=115.06' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.29 cfs @ 2.81 fps) Summary for Pond CB-P23: CB-P23 Inflow Area =0.030 ac,66.67% Impervious, Inflow Depth > 3.65" for 25-Year event Inflow=0.14 cfs @ 12.01 hrs, Volume=0.009 af Outflow=0.14 cfs @ 12.01 hrs, Volume=0.009 af, Atten= 0%, Lag= 0.0 min Primary=0.14 cfs @ 12.01 hrs, Volume=0.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.21' @ 12.01 hrs Flood Elev= 119.00' DeviceRouting InvertOutlet Devices #1Primary116.00'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.00' / 114.80' S= 0.0857 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.14 cfs @ 12.01 hrs HW=116.20' TW=114.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.14 cfs @ 1.21 fps) Summary for Pond CB-P24: CB-P24 Inflow Area =0.031 ac,87.10% Impervious, Inflow Depth > 4.39" for 25-Year event Inflow=0.16 cfs @ 12.02 hrs, Volume=0.011 af Outflow=0.16 cfs @ 12.02 hrs, Volume=0.011 af, Atten= 0%, Lag= 0.0 min Primary=0.16 cfs @ 12.02 hrs, Volume=0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.72' @ 12.02 hrs Flood Elev= 118.50' DeviceRouting InvertOutlet Devices #1Primary115.50'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.50' / 114.80' S= 0.0212 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.02 hrs HW=115.72' TW=115.04' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.16 cfs @ 1.25 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area =0.120 ac,75.00% Impervious, Inflow Depth > 3.96" for 25-Year event Inflow=0.60 cfs @ 12.02 hrs, Volume=0.040 af Outflow=0.60 cfs @ 12.02 hrs, Volume=0.040 af, Atten= 0%, Lag= 0.0 min Primary=0.60 cfs @ 12.02 hrs, Volume=0.040 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.05' @ 12.04 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.51'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.51' / 117.34' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.46 cfs @ 12.02 hrs HW=118.02' TW=117.88' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.46 cfs @ 1.65 fps) Summary for Pond CB-P5: CB-P5 Inflow Area =0.220 ac,86.36% Impervious, Inflow Depth > 4.39" for 25-Year event Inflow=1.17 cfs @ 12.02 hrs, Volume=0.081 af Outflow=1.17 cfs @ 12.02 hrs, Volume=0.081 af, Atten= 0%, Lag= 0.0 min Primary=1.17 cfs @ 12.02 hrs, Volume=0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.44' @ 12.02 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.75'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.75' / 117.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.10 cfs @ 12.02 hrs HW=118.42' TW=117.88' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.10 cfs @ 2.78 fps) Summary for Pond CB-P6: CB-P6 Inflow Area =0.120 ac,91.67% Impervious, Inflow Depth > 4.62" for 25-Year event Inflow=0.67 cfs @ 12.01 hrs, Volume=0.046 af Outflow=0.67 cfs @ 12.01 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Primary=0.67 cfs @ 12.01 hrs, Volume=0.046 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.35' @ 12.11 hrs Flood Elev= 119.70' DeviceRouting InvertOutlet Devices #1Primary116.46'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.46' / 116.29' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=117.17' TW=117.26' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P7: CB-P7 Inflow Area =0.220 ac,90.91% Impervious, Inflow Depth > 4.62" for 25-Year event Inflow=1.22 cfs @ 12.01 hrs, Volume=0.085 af Outflow=1.22 cfs @ 12.01 hrs, Volume=0.085 af, Atten= 0%, Lag= 0.0 min Primary=1.22 cfs @ 12.01 hrs, Volume=0.085 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.46' @ 12.06 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.60'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.60' / 116.29' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.77 cfs @ 12.01 hrs HW=117.40' TW=117.26' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.77 cfs @ 1.57 fps) Summary for Pond CB-P8: CB-P8 Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 4.51" for 25-Year event Inflow=0.55 cfs @ 12.01 hrs, Volume=0.038 af Outflow=0.55 cfs @ 12.01 hrs, Volume=0.038 af, Atten= 0%, Lag= 0.0 min Primary=0.55 cfs @ 12.01 hrs, Volume=0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.22' @ 12.11 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=116.99' TW=117.09' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P9: CB-P9 Inflow Area =0.170 ac,94.12% Impervious, Inflow Depth > 4.73" for 25-Year event Inflow=0.94 cfs @ 12.02 hrs, Volume=0.067 af Outflow=0.94 cfs @ 12.02 hrs, Volume=0.067 af, Atten= 0%, Lag= 0.0 min Primary=0.94 cfs @ 12.02 hrs, Volume=0.067 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.25' @ 12.10 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.31 cfs @ 12.02 hrs HW=117.13' TW=117.10' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.31 cfs @ 0.70 fps) Summary for Pond DMH-P1: DMH-P1 Inflow Area =0.895 ac,81.23% Impervious, Inflow Depth > 4.22" for 25-Year event Inflow=4.45 cfs @ 12.03 hrs, Volume=0.315 af Outflow=4.45 cfs @ 12.03 hrs, Volume=0.315 af, Atten= 0%, Lag= 0.0 min Primary=4.45 cfs @ 12.03 hrs, Volume=0.315 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.00' @ 12.03 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary117.80'18.0" Round Culvert L= 194.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.80' / 116.30' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.28 cfs @ 12.03 hrs HW=118.97' TW=117.47' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.28 cfs @ 2.90 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 Inflow Area =2.316 ac,80.22% Impervious, Inflow Depth > 3.92" for 25-Year event Inflow=10.00 cfs @ 12.03 hrs, Volume=0.757 af Outflow=10.00 cfs @ 12.03 hrs, Volume=0.757 af, Atten= 0%, Lag= 0.0 min Primary=10.00 cfs @ 12.03 hrs, Volume=0.757 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.78' @ 12.13 hrs Flood Elev= 121.50' DeviceRouting InvertOutlet Devices #1Primary114.30'24.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.30' / 113.90' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.93 cfs @ 12.03 hrs HW=116.31' TW=116.14' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.93 cfs @ 1.57 fps) Summary for Pond DMH-P11: DMH-P11 Inflow Area =2.778 ac,81.46% Impervious, Inflow Depth > 4.01" for 25-Year event Inflow=12.40 cfs @ 12.03 hrs, Volume=0.929 af Outflow=12.40 cfs @ 12.03 hrs, Volume=0.929 af, Atten= 0%, Lag= 0.0 min Primary=12.40 cfs @ 12.03 hrs, Volume=0.929 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.56' @ 12.09 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary113.80'24.0" Round Culvert L= 75.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.80' / 113.30' S= 0.0067 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.29 cfs @ 12.03 hrs HW=116.11' TW=115.74' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.29 cfs @ 2.32 fps) Summary for Pond DMH-P12: DMH-P12 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 4.49" for 25-Year event Inflow=9.77 cfs @ 12.02 hrs, Volume=0.680 af Outflow=9.77 cfs @ 12.02 hrs, Volume=0.680 af, Atten= 0%, Lag= 0.0 min Primary=9.77 cfs @ 12.02 hrs, Volume=0.680 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.36' @ 12.04 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary114.52'24.0" Round Culvert L= 74.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.52' / 114.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.81 cfs @ 12.02 hrs HW=116.29' TW=115.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.81 cfs @ 3.52 fps) Summary for Pond DMH-P13: DMH-P13 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 4.49" for 25-Year event Inflow=9.77 cfs @ 12.02 hrs, Volume=0.680 af Outflow=9.77 cfs @ 12.02 hrs, Volume=0.680 af, Atten= 0%, Lag= 0.0 min Primary=9.77 cfs @ 12.02 hrs, Volume=0.680 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.85' @ 12.04 hrs Flood Elev= 120.55' DeviceRouting InvertOutlet Devices #1Primary114.05'24.0" Round Culvert L= 107.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.05' / 113.52' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.31 cfs @ 12.02 hrs HW=115.78' TW=115.08' (Dynamic Tailwater) 1=Culvert (Outlet Controls 8.31 cfs @ 3.86 fps) Summary for Pond DMH-P14: DMH-P14 Inflow Area =2.080 ac,87.50% Impervious, Inflow Depth > 4.45" for 25-Year event Inflow=11.00 cfs @ 12.02 hrs, Volume=0.771 af Outflow=11.00 cfs @ 12.02 hrs, Volume=0.771 af, Atten= 0%, Lag= 0.0 min Primary=11.00 cfs @ 12.02 hrs, Volume=0.771 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.13' @ 12.02 hrs Flood Elev= 119.10' DeviceRouting InvertOutlet Devices #1Primary113.42'30.0" Round Culvert L= 56.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.42' / 113.14' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=10.51 cfs @ 12.02 hrs HW=115.08' TW=114.09' (Dynamic Tailwater) 1=Culvert (Barrel Controls 10.51 cfs @ 4.30 fps) Summary for Pond DMH-P16: DMH-P16 Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow=14.91 cfs @ 12.05 hrs, Volume=1.486 af Outflow=14.91 cfs @ 12.05 hrs, Volume=1.486 af, Atten= 0%, Lag= 0.0 min Primary=14.91 cfs @ 12.05 hrs, Volume=1.486 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 113.18' @ 12.05 hrs Flood Elev= 115.25' DeviceRouting InvertOutlet Devices #1Primary110.13'18.0" 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= 0.012 Concrete pipe, finished Primary OutFlow Max=14.81 cfs @ 12.05 hrs HW=113.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 14.81 cfs @ 8.38 fps) Summary for Pond DMH-P17: DMH-P17 Inflow Area =0.435 ac,82.07% Impervious, Inflow Depth > 4.26" for 25-Year event Inflow=2.14 cfs @ 12.03 hrs, Volume=0.154 af Outflow=2.14 cfs @ 12.03 hrs, Volume=0.154 af, Atten= 0%, Lag= 0.0 min Primary=2.14 cfs @ 12.03 hrs, Volume=0.154 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.46' @ 12.05 hrs Flood Elev= 122.00' DeviceRouting InvertOutlet Devices #1Primary118.35'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.35' / 117.90' S= 0.0161 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.96 cfs @ 12.03 hrs HW=119.40' TW=118.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.96 cfs @ 2.50 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P18: DMH-P18 Inflow Area =0.480 ac,100.00% Impervious, Inflow Depth > 4.96" for 25-Year event Inflow=2.46 cfs @ 12.07 hrs, Volume=0.198 af Outflow=2.46 cfs @ 12.07 hrs, Volume=0.198 af, Atten= 0%, Lag= 0.0 min Primary=2.46 cfs @ 12.07 hrs, Volume=0.198 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.73' @ 12.07 hrs Flood Elev= 120.00' DeviceRouting InvertOutlet Devices #1Primary116.90'18.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.90' / 116.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.37 cfs @ 12.07 hrs HW=117.71' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.37 cfs @ 2.42 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area =1.546 ac,79.43% Impervious, Inflow Depth > 3.76" for 25-Year event Inflow=6.11 cfs @ 12.04 hrs, Volume=0.485 af Outflow=6.11 cfs @ 12.04 hrs, Volume=0.485 af, Atten= 0%, Lag= 0.0 min Primary=6.11 cfs @ 12.04 hrs, Volume=0.485 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.06 hrs Flood Elev= 122.25' DeviceRouting InvertOutlet Devices #1Primary116.20'24.0" Round Culvert L= 217.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.20' / 115.00' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.23 cfs @ 12.04 hrs HW=117.50' TW=116.66' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.23 cfs @ 3.42 fps) Summary for Pond DMH-P20: DMH-P20 Inflow Area =2.938 ac,80.09% Impervious, Inflow Depth > 3.97" for 25-Year event Inflow=13.06 cfs @ 12.03 hrs, Volume=0.972 af Outflow=13.06 cfs @ 12.03 hrs, Volume=0.972 af, Atten= 0%, Lag= 0.0 min Primary=13.06 cfs @ 12.03 hrs, Volume=0.972 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.05' @ 12.06 hrs Flood Elev= 120.30' DeviceRouting InvertOutlet Devices #1Primary113.20'24.0" Round Culvert L= 153.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.20' / 112.40' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.76 cfs @ 12.03 hrs HW=115.73' TW=115.06' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.76 cfs @ 3.11 fps) Summary for Pond DMH-P21: DMH-P21 Inflow Area =2.999 ac,80.03% Impervious, Inflow Depth > 3.97" for 25-Year event Inflow=13.35 cfs @ 12.03 hrs, Volume=0.993 af Outflow=13.35 cfs @ 12.03 hrs, Volume=0.993 af, Atten= 0%, Lag= 0.0 min Primary=13.35 cfs @ 12.03 hrs, Volume=0.993 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.18' @ 12.05 hrs Flood Elev= 119.75' DeviceRouting InvertOutlet Devices #1Primary112.30'24.0" Round Culvert L= 99.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.30' / 111.80' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=11.50 cfs @ 12.03 hrs HW=115.06' TW=114.13' (Dynamic Tailwater) 1=Culvert (Inlet Controls 11.50 cfs @ 3.66 fps) Summary for Pond DMH-P4: DMH-P4 Inflow Area =0.340 ac,82.35% Impervious, Inflow Depth > 4.24" for 25-Year event Inflow=1.77 cfs @ 12.02 hrs, Volume=0.120 af Outflow=1.77 cfs @ 12.02 hrs, Volume=0.120 af, Atten= 0%, Lag= 0.0 min Primary=1.77 cfs @ 12.02 hrs, Volume=0.120 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.90' @ 12.02 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary117.24'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.24' / 116.95' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.69 cfs @ 12.02 hrs HW=117.88' TW=117.27' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.69 cfs @ 2.90 fps) Summary for Pond DMH-P5: DMH-P5 Inflow Area =0.680 ac,86.76% Impervious, Inflow Depth > 4.43" for 25-Year event Inflow=3.65 cfs @ 12.01 hrs, Volume=0.251 af Outflow=3.65 cfs @ 12.01 hrs, Volume=0.251 af, Atten= 0%, Lag= 0.0 min Primary=3.65 cfs @ 12.01 hrs, Volume=0.251 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.34' @ 12.07 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary116.19'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.19' / 115.89' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.28 cfs @ 12.01 hrs HW=117.26' TW=117.10' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.28 cfs @ 1.93 fps) Summary for Pond DMH-P6: DMH-P6 Inflow Area =0.950 ac,88.42% Impervious, Inflow Depth > 4.49" for 25-Year event Inflow=5.14 cfs @ 12.01 hrs, Volume=0.356 af Outflow=5.14 cfs @ 12.01 hrs, Volume=0.356 af, Atten= 0%, Lag= 0.0 min Primary=5.14 cfs @ 12.01 hrs, Volume=0.356 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.21' @ 12.07 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary115.79'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.04 cfs @ 12.01 hrs HW=117.10' TW=116.94' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.04 cfs @ 1.98 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 Inflow Area =1.340 ac,90.30% Impervious, Inflow Depth > 4.57" for 25-Year event Inflow=7.28 cfs @ 12.02 hrs, Volume=0.510 af Outflow=7.28 cfs @ 12.02 hrs, Volume=0.510 af, Atten= 0%, Lag= 0.0 min Primary=7.28 cfs @ 12.02 hrs, Volume=0.510 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.05' @ 12.06 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary115.40'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.40' / 115.11' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.79 cfs @ 12.02 hrs HW=116.94' TW=116.69' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.79 cfs @ 2.54 fps) Summary for Pond DMH-P8: DMH-P8 Inflow Area =1.630 ac,88.96% Impervious, Inflow Depth > 4.51" for 25-Year event Inflow=8.78 cfs @ 12.02 hrs, Volume=0.613 af Outflow=8.78 cfs @ 12.02 hrs, Volume=0.613 af, Atten= 0%, Lag= 0.0 min Primary=8.78 cfs @ 12.02 hrs, Volume=0.613 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.79' @ 12.05 hrs Flood Elev= 120.70' DeviceRouting InvertOutlet Devices #1Primary115.01'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.01' / 114.62' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.37 cfs @ 12.02 hrs HW=116.69' TW=116.29' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.37 cfs @ 3.06 fps) Summary for Pond DMH-P9: DMH-P9 Inflow Area =2.156 ac,79.68% Impervious, Inflow Depth > 3.89" for 25-Year event Inflow=9.17 cfs @ 12.03 hrs, Volume=0.699 af Outflow=9.17 cfs @ 12.03 hrs, Volume=0.699 af, Atten= 0%, Lag= 0.0 min Primary=9.17 cfs @ 12.03 hrs, Volume=0.699 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.85' @ 12.17 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary114.90'24.0" Round Culvert L= 79.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.90' / 114.40' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.86 cfs @ 12.03 hrs HW=116.63' TW=116.32' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.86 cfs @ 2.71 fps) Summary for Pond DMH1: DMH1 Inflow Area =2.427 ac,65.14% Impervious, Inflow Depth > 3.63" for 25-Year event Inflow=11.01 cfs @ 12.06 hrs, Volume=0.735 af Outflow=11.01 cfs @ 12.06 hrs, Volume=0.735 af, Atten= 0%, Lag= 0.0 min Primary=11.01 cfs @ 12.06 hrs, Volume=0.735 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.36' @ 12.09 hrs DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" 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=9.38 cfs @ 12.06 hrs HW=115.04' TW=113.08' (Dynamic Tailwater) 1=Culvert (Outlet Controls 9.38 cfs @ 5.49 fps) Summary for Pond OTF-1: Outfall Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow=14.91 cfs @ 12.05 hrs, Volume=1.486 af Primary=14.91 cfs @ 12.05 hrs, Volume=1.486 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond RD-1: Roof Drain Inflow Area =0.093 ac,100.00% Impervious, Inflow Depth > 4.96" for 25-Year event Inflow=0.48 cfs @ 12.07 hrs, Volume=0.038 af Outflow=0.48 cfs @ 12.07 hrs, Volume=0.038 af, Atten= 0%, Lag= 0.0 min Primary=0.48 cfs @ 12.07 hrs, Volume=0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.39' @ 12.07 hrs Flood Elev= 125.00' Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC DeviceRouting InvertOutlet Devices #1Primary121.00'12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 121.00' / 118.45' S= 0.0175 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.46 cfs @ 12.07 hrs HW=121.38' TW=119.38' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.46 cfs @ 1.66 fps) Summary for Pond RD-2: Roof Drain Inflow Area =0.351 ac,100.00% Impervious, Inflow Depth > 4.96" for 25-Year event Inflow=1.80 cfs @ 12.07 hrs, Volume=0.145 af Outflow=1.80 cfs @ 12.07 hrs, Volume=0.145 af, Atten= 0%, Lag= 0.0 min Primary=1.80 cfs @ 12.07 hrs, Volume=0.145 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.11' @ 12.07 hrs Flood Elev= 123.25' DeviceRouting InvertOutlet Devices #1Primary119.25'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.25' / 117.30' S= 0.0342 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.73 cfs @ 12.07 hrs HW=120.09' TW=117.50' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.73 cfs @ 2.46 fps) Summary for Pond Wetland: Adjacent Wetland Inflow Area =10.054 ac,67.33% Impervious, Inflow Depth > 3.01" for 25-Year event Inflow=30.72 cfs @ 12.08 hrs, Volume=2.520 af Primary=30.72 cfs @ 12.08 hrs, Volume=2.520 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 1L: Existing Atwood Road Drainage Inflow Area =2.397 ac,65.54% Impervious, Inflow Depth > 3.65" for 25-Year event Inflow=10.91 cfs @ 12.06 hrs, Volume=0.729 af Primary=10.91 cfs @ 12.06 hrs, Volume=0.729 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 25-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 2L: Swale Flows Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth = 3.36" for 25-Year event Inflow=0.90 cfs @ 12.16 hrs, Volume=0.103 af Primary=0.90 cfs @ 12.16 hrs, Volume=0.103 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 25-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 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=0.185 ac 70.27% Impervious Runoff Depth>3.75"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.91 cfs 0.058 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>4.17"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.04 cfs 0.069 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>3.85"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.08 cfs 0.076 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>4.17"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.59 cfs 0.113 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>3.44"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.23 cfs 0.081 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>3.54"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.22 cfs 0.078 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>3.44"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.04 cfs 0.066 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>3.44"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.07 cfs 0.068 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>3.25"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.36 cfs 0.086 af Inflow=10.45 cfs 0.695 afPond 1P: DMH1 Primary=10.45 cfs 0.695 af Peak Elev=126.80' Inflow=0.91 cfs 0.058 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.91 cfs 0.058 af Peak Elev=126.74' Inflow=1.94 cfs 0.127 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.94 cfs 0.127 af Peak Elev=114.45' Inflow=1.07 cfs 0.068 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.07 cfs 0.068 af Peak Elev=114.90' Inflow=1.36 cfs 0.086 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.36 cfs 0.086 af Peak Elev=118.88' Inflow=1.04 cfs 0.066 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.04 cfs 0.066 af Peak Elev=118.89' Inflow=1.22 cfs 0.078 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.22 cfs 0.078 af Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=125.02' Inflow=1.59 cfs 0.113 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.59 cfs 0.113 af Peak Elev=124.97' Inflow=1.23 cfs 0.081 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.23 cfs 0.081 af Peak Elev=118.81' Inflow=8.03 cfs 0.541 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=8.03 cfs 0.541 af Peak Elev=123.00' Inflow=5.77 cfs 0.396 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=5.77 cfs 0.396 af Peak Elev=124.90' Inflow=5.77 cfs 0.396 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=5.77 cfs 0.396 af Peak Elev=126.11' Inflow=2.98 cfs 0.203 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.98 cfs 0.203 af Peak Elev=126.43' Inflow=2.98 cfs 0.203 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.98 cfs 0.203 af Total Runoff Area = 2.277 ac Runoff Volume = 0.695 af Average Runoff Depth = 3.66" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 Runoff=0.91 cfs @ 12.04 hrs, Volume=0.058 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=5.20" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Summary for Subcatchment 16S: Area 16 Runoff=1.04 cfs @ 12.05 hrs, Volume=0.069 af, Depth>4.17" 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=5.20" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 Runoff=1.08 cfs @ 12.08 hrs, Volume=0.076 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=5.20" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Summary for Subcatchment 18S: Area 18 Runoff=1.59 cfs @ 12.07 hrs, Volume=0.113 af, Depth>4.17" 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=5.20" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 Runoff=1.23 cfs @ 12.06 hrs, Volume=0.081 af, Depth>3.44" 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=5.20" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Summary for Subcatchment 20S: Area 20 Runoff=1.22 cfs @ 12.05 hrs, Volume=0.078 af, Depth>3.54" 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=5.20" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 Runoff=1.04 cfs @ 12.06 hrs, Volume=0.066 af, Depth>3.44" 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=5.20" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Summary for Subcatchment 22S: Area 22 Runoff=1.07 cfs @ 12.06 hrs, Volume=0.068 af, Depth>3.44" 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=5.20" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 Runoff=1.36 cfs @ 12.06 hrs, Volume=0.086 af, Depth>3.25" 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=5.20" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Summary for Pond 1P: DMH1 Inflow Area =2.277 ac,65.92% Impervious, Inflow Depth > 3.66" for 25-Year event Inflow=10.45 cfs @ 12.06 hrs, Volume=0.695 af Primary=10.45 cfs @ 12.06 hrs, Volume=0.695 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow=0.91 cfs @ 12.04 hrs, Volume=0.058 af Outflow=0.91 cfs @ 12.04 hrs, Volume=0.058 af, Atten= 0%, Lag= 0.0 min Primary=0.91 cfs @ 12.04 hrs, Volume=0.058 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.80' @ 12.29 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.92' TW=123.15' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 3.97" for 25-Year event Inflow=1.94 cfs @ 12.04 hrs, Volume=0.127 af Outflow=1.94 cfs @ 12.04 hrs, Volume=0.127 af, Atten= 0%, Lag= 0.0 min Primary=1.94 cfs @ 12.04 hrs, Volume=0.127 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.74' @ 12.24 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=1.42 cfs @ 12.04 hrs HW=123.22' TW=122.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.42 cfs @ 4.08 fps) Summary for Pond CB1: CB1 Inflow Area =0.238 ac,58.40% Impervious, Inflow Depth > 3.44" for 25-Year event Inflow=1.07 cfs @ 12.06 hrs, Volume=0.068 af Outflow=1.07 cfs @ 12.06 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Primary=1.07 cfs @ 12.06 hrs, Volume=0.068 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.45' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=1.05 cfs @ 12.06 hrs HW=114.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.05 cfs @ 3.03 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 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 > 3.25" for 25-Year event Inflow=1.36 cfs @ 12.06 hrs, Volume=0.086 af Outflow=1.36 cfs @ 12.06 hrs, Volume=0.086 af, Atten= 0%, Lag= 0.0 min Primary=1.36 cfs @ 12.06 hrs, Volume=0.086 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.90' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=1.32 cfs @ 12.06 hrs HW=114.89' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.32 cfs @ 4.43 fps) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 3.44" for 25-Year event Inflow=1.04 cfs @ 12.06 hrs, Volume=0.066 af Outflow=1.04 cfs @ 12.06 hrs, Volume=0.066 af, Atten= 0%, Lag= 0.0 min Primary=1.04 cfs @ 12.06 hrs, Volume=0.066 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 118.88' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=117.32' TW=118.68' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 3.54" for 25-Year event Inflow=1.22 cfs @ 12.05 hrs, Volume=0.078 af Outflow=1.22 cfs @ 12.05 hrs, Volume=0.078 af, Atten= 0%, Lag= 0.0 min Primary=1.22 cfs @ 12.05 hrs, Volume=0.078 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 118.89' @ 12.10 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=117.61' TW=118.71' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.324 ac,83.33% Impervious, Inflow Depth > 4.17" for 25-Year event Inflow=1.59 cfs @ 12.07 hrs, Volume=0.113 af Outflow=1.59 cfs @ 12.07 hrs, Volume=0.113 af, Atten= 0%, Lag= 0.0 min Primary=1.59 cfs @ 12.07 hrs, Volume=0.113 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.02' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=120.97' TW=123.38' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 3.44" for 25-Year event Inflow=1.23 cfs @ 12.06 hrs, Volume=0.081 af Outflow=1.23 cfs @ 12.06 hrs, Volume=0.081 af, Atten= 0%, Lag= 0.0 min Primary=1.23 cfs @ 12.06 hrs, Volume=0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.97' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=120.61' TW=123.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH2: DMH2 Inflow Area =1.721 ac,69.84% Impervious, Inflow Depth > 3.77" for 25-Year event Inflow=8.03 cfs @ 12.06 hrs, Volume=0.541 af Outflow=8.03 cfs @ 12.06 hrs, Volume=0.541 af, Atten= 0%, Lag= 0.0 min Primary=8.03 cfs @ 12.06 hrs, Volume=0.541 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 118.81' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=7.86 cfs @ 12.06 hrs HW=118.64' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 7.86 cfs @ 6.40 fps) Summary for Pond DMH3: DMH3 Inflow Area =1.226 ac,73.49% Impervious, Inflow Depth > 3.88" for 25-Year event Inflow=5.77 cfs @ 12.06 hrs, Volume=0.396 af Outflow=5.77 cfs @ 12.06 hrs, Volume=0.396 af, Atten= 0%, Lag= 0.0 min Primary=5.77 cfs @ 12.06 hrs, Volume=0.396 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.00' @ 12.08 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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=4.85 cfs @ 12.06 hrs HW=122.29' TW=118.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.85 cfs @ 6.18 fps) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 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 > 3.88" for 25-Year event Inflow=5.77 cfs @ 12.06 hrs, Volume=0.396 af Outflow=5.77 cfs @ 12.06 hrs, Volume=0.396 af, Atten= 0%, Lag= 0.0 min Primary=5.77 cfs @ 12.06 hrs, Volume=0.396 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.90' @ 12.11 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=2.51 cfs @ 12.06 hrs HW=122.93' TW=122.29' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.51 cfs @ 3.20 fps) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.92" for 25-Year event Inflow=2.98 cfs @ 12.05 hrs, Volume=0.203 af Outflow=2.98 cfs @ 12.05 hrs, Volume=0.203 af, Atten= 0%, Lag= 0.0 min Primary=2.98 cfs @ 12.05 hrs, Volume=0.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.11' @ 12.15 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=1.24 cfs @ 12.05 hrs HW=123.31' TW=122.63' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.24 cfs @ 2.27 fps) Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 3.92" for 25-Year event Inflow=2.98 cfs @ 12.05 hrs, Volume=0.203 af Outflow=2.98 cfs @ 12.05 hrs, Volume=0.203 af, Atten= 0%, Lag= 0.0 min Primary=2.98 cfs @ 12.05 hrs, Volume=0.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 126.43' @ 12.19 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=122.25' TW=123.31' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.199 ac 64.32% Impervious Runoff Depth>3.35"Subcatchment A-26: Area 26 Flow Length=82' Tc=1.1 min CN=85 Runoff=0.91 cfs 0.056 af Runoff Area=0.170 ac 67.65% Impervious Runoff Depth>3.45"Subcatchment A-26a: Area 26A Flow Length=82' Tc=1.1 min CN=86 Runoff=0.79 cfs 0.049 af Avg. Flow Depth=0.05' Max Vel=2.55 fps Inflow=0.79 cfs 0.049 afReach 17R: Area 36A Swale n=0.013 L=11.0' S=0.0273 '/' Capacity=77.72 cfs Outflow=0.79 cfs 0.049 af Avg. Flow Depth=0.07' Max Vel=2.21 fps Inflow=0.91 cfs 0.056 afReach 20R: Area 26 Swale n=0.013 L=7.0' S=0.0143 '/' Capacity=56.25 cfs Outflow=0.90 cfs 0.055 af Avg. Flow Depth=0.24' Max Vel=0.49 fps Inflow=0.90 cfs 0.055 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.64 cfs 0.055 af Avg. Flow Depth=0.29' Max Vel=0.53 fps Inflow=1.01 cfs 0.104 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=0.90 cfs 0.103 af Inflow=0.90 cfs 0.103 afReach 24R: (new Reach) Outflow=0.90 cfs 0.103 af Total Runoff Area = 0.369 ac Runoff Volume = 0.104 af Average Runoff Depth = 3.39" 34.15% Pervious = 0.126 ac 65.85% Impervious = 0.243 ac Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-26: Area 26 Runoff=0.91 cfs @ 12.02 hrs, Volume=0.056 af, Depth>3.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.12898Paved parking, HSG B 0.07161>75% Grass cover, Good, HSG B 0.19985Weighted Average 0.07135.68% Pervious Area 0.12864.32% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-26a: Area 26A Runoff=0.79 cfs @ 12.02 hrs, Volume=0.049 af, Depth>3.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.20" Area (ac)CNDescription 0.11598Paved parking, HSG B 0.05561>75% Grass cover, Good, HSG B 0.17086Weighted Average 0.05532.35% Pervious Area 0.11567.65% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 36A Swale Inflow Area =0.170 ac,67.65% Impervious, Inflow Depth > 3.45" for 25-Year event Inflow=0.79 cfs @ 12.02 hrs, Volume=0.049 af Outflow=0.79 cfs @ 12.02 hrs, Volume=0.049 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.55 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 77.72 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 11.0' Slope= 0.0273 '/' Inlet Invert= 120.30', Outlet Invert= 120.00' ‡ Summary for Reach 20R: Area 26 Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 3.35" for 25-Year event Inflow=0.91 cfs @ 12.02 hrs, Volume=0.056 af Outflow=0.90 cfs @ 12.02 hrs, Volume=0.055 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.21 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 56.25 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 7.0' Slope= 0.0143 '/' Inlet Invert= 121.60', Outlet Invert= 121.50' ‡ Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 3.35" for 25-Year event Inflow=0.90 cfs @ 12.02 hrs, Volume=0.055 af Outflow=0.64 cfs @ 12.23 hrs, Volume=0.055 af, Atten= 30%, Lag= 13.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.49 fps, Min. Travel Time= 8.6 min Avg. Velocity = 0.22 fps, Avg. Travel Time= 19.3 min Peak Storage= 330 cf @ 12.09 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 3.37" for 25-Year event Inflow=1.01 cfs @ 12.03 hrs, Volume=0.104 af Outflow=0.90 cfs @ 12.16 hrs, Volume=0.103 af, Atten= 11%, Lag= 8.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.53 fps, Min. Travel Time= 4.1 min Avg. Velocity = 0.24 fps, Avg. Travel Time= 9.1 min Peak Storage= 219 cf @ 12.25 hrs Average Depth at Peak Storage= 0.29' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Proposed Conditions Type III 24-hr 25-Year Rainfall=5.20"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 3.36" for 25-Year event Inflow=0.90 cfs @ 12.16 hrs, Volume=0.103 af Outflow=0.90 cfs @ 12.16 hrs, Volume=0.103 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=0.404 ac 0.00% Impervious Runoff Depth>3.72"Subcatchment A-01: Area 01 Flow Length=67' Tc=7.1 min CN=76 Runoff=1.68 cfs 0.125 af Runoff Area=0.580 ac 0.00% Impervious Runoff Depth>2.18"Subcatchment A-02: Area 02 Flow Length=97' Tc=8.3 min CN=60 Runoff=1.28 cfs 0.106 af Runoff Area=0.325 ac 0.00% Impervious Runoff Depth>2.19"Subcatchment A-03: Area 03 Flow Length=69' Tc=6.0 min CN=60 Runoff=0.79 cfs 0.059 af Runoff Area=0.260 ac 80.77% Impervious Runoff Depth>5.35"Subcatchment A-04: Area 04 Flow Length=191' Tc=2.5 min CN=91 Runoff=1.67 cfs 0.116 af Runoff Area=0.031 ac 87.10% Impervious Runoff Depth>5.58"Subcatchment A-05: Area 05 Flow Length=98' Tc=1.6 min CN=93 Runoff=0.20 cfs 0.014 af Runoff Area=0.030 ac 66.67% Impervious Runoff Depth>4.79"Subcatchment A-06: Area 06 Flow Length=54' Tc=0.8 min CN=86 Runoff=0.18 cfs 0.012 af Runoff Area=0.030 ac 33.33% Impervious Runoff Depth>3.42"Subcatchment A-07: Area 07 Flow Length=36' Tc=2.2 min CN=73 Runoff=0.13 cfs 0.009 af Runoff Area=0.480 ac 100.00% Impervious Runoff Depth>6.16"Subcatchment A-08: Area 08 Tc=5.0 min CN=98 Runoff=3.03 cfs 0.246 af Runoff Area=0.190 ac 84.21% Impervious Runoff Depth>5.46"Subcatchment A-09: Area 09 Flow Length=85' Slope=0.0100 '/' Tc=1.4 min CN=92 Runoff=1.24 cfs 0.086 af Runoff Area=0.390 ac 62.82% Impervious Runoff Depth>4.79"Subcatchment A-10: Area 10 Flow Length=398' Tc=4.6 min CN=86 Runoff=2.18 cfs 0.156 af Runoff Area=0.220 ac 81.82% Impervious Runoff Depth>5.35"Subcatchment A-11: Area 11 Flow Length=106' Tc=1.4 min CN=91 Runoff=1.42 cfs 0.098 af Runoff Area=0.199 ac 79.90% Impervious Runoff Depth>5.35"Subcatchment A-12: Area 12 Flow Length=87' Tc=1.2 min CN=91 Runoff=1.30 cfs 0.089 af Runoff Area=0.160 ac 56.25% Impervious Runoff Depth>4.36"Subcatchment A-13: Area 13 Flow Length=79' Tc=1.1 min CN=82 Runoff=0.90 cfs 0.058 af Runoff Area=0.043 ac 83.72% Impervious Runoff Depth>5.46"Subcatchment A-14: Area 14 Flow Length=63' Slope=0.0100 '/' Tc=1.1 min CN=92 Runoff=0.29 cfs 0.020 af Runoff Area=0.220 ac 95.45% Impervious Runoff Depth>5.93"Subcatchment A-15: Area 15 Flow Length=109' Tc=1.5 min CN=96 Runoff=1.49 cfs 0.109 af Runoff Area=0.250 ac 96.00% Impervious Runoff Depth>6.04"Subcatchment A-16: Area 16 Flow Length=113' Tc=1.6 min CN=97 Runoff=1.70 cfs 0.126 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.170 ac 94.12% Impervious Runoff Depth>5.93"Subcatchment A-17: Area 17 Flow Length=69' Tc=1.2 min CN=96 Runoff=1.17 cfs 0.084 af Runoff Area=0.160 ac 87.50% Impervious Runoff Depth>5.58"Subcatchment A-18: Area 18 Flow Length=86' Tc=1.4 min CN=93 Runoff=1.06 cfs 0.074 af Runoff Area=0.210 ac 66.67% Impervious Runoff Depth>5.01"Subcatchment A-19: Area 19 Flow Length=122' Tc=1.5 min CN=88 Runoff=1.29 cfs 0.088 af Runoff Area=0.200 ac 90.00% Impervious Runoff Depth>5.69"Subcatchment A-20: Area 20 Flow Length=89' Tc=1.5 min CN=94 Runoff=1.33 cfs 0.095 af Runoff Area=0.220 ac 90.91% Impervious Runoff Depth>5.81"Subcatchment A-21: Area 21 Flow Length=83' Tc=1.0 min CN=95 Runoff=1.51 cfs 0.106 af Runoff Area=0.220 ac 86.36% Impervious Runoff Depth>5.58"Subcatchment A-22: Area 22 Flow Length=81' Tc=1.2 min CN=93 Runoff=1.47 cfs 0.102 af Runoff Area=0.200 ac 85.00% Impervious Runoff Depth>5.46"Subcatchment A-23: Area 23 Flow Length=107' Tc=1.6 min CN=92 Runoff=1.30 cfs 0.091 af Runoff Area=0.090 ac 77.78% Impervious Runoff Depth>5.24"Subcatchment A-24: Area 24 Flow Length=84' Slope=0.0100 '/' Tc=1.4 min CN=90 Runoff=0.57 cfs 0.039 af Runoff Area=0.351 ac 100.00% Impervious Runoff Depth>6.16"Subcatchment A-25: Area 25 Tc=5.0 min CN=98 Runoff=2.22 cfs 0.180 af Runoff Area=0.342 ac 77.19% Impervious Runoff Depth>5.24"Subcatchment A-27: Area 27 Flow Length=145' Tc=1.6 min CN=90 Runoff=2.16 cfs 0.149 af Runoff Area=0.460 ac 80.43% Impervious Runoff Depth>5.35"Subcatchment A-28: Area 28 Flow Length=123' Tc=1.4 min CN=91 Runoff=2.97 cfs 0.205 af Runoff Area=0.300 ac 50.00% Impervious Runoff Depth>4.46"Subcatchment A-29: Area 29 Flow Length=280' Tc=3.5 min CN=83 Runoff=1.65 cfs 0.112 af Runoff Area=0.093 ac 100.00% Impervious Runoff Depth>6.16"Subcatchment A-30: Area 30 Tc=5.0 min CN=98 Runoff=0.59 cfs 0.048 af Runoff Area=0.030 ac 0.00% Impervious Runoff Depth>2.28"Subcatchment A-31: Area 31 Flow Length=432' Tc=4.5 min CN=61 Runoff=0.08 cfs 0.006 af Runoff Area=0.120 ac 75.00% Impervious Runoff Depth>5.12"Subcatchment A-32: Area 32 Flow Length=82' Tc=1.1 min CN=89 Runoff=0.76 cfs 0.051 af Runoff Area=0.120 ac 91.67% Impervious Runoff Depth>5.81"Subcatchment A-33: Area 33 Flow Length=68' Tc=0.9 min CN=95 Runoff=0.83 cfs 0.058 af Runoff Area=0.100 ac 90.00% Impervious Runoff Depth>5.69"Subcatchment A-34: Area 34 Flow Length=51' Tc=0.9 min CN=94 Runoff=0.68 cfs 0.047 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=0.140 ac 92.86% Impervious Runoff Depth>5.81"Subcatchment A-35: Area 35 Flow Length=72' Tc=1.0 min CN=95 Runoff=0.96 cfs 0.068 af Runoff Area=0.070 ac 85.71% Impervious Runoff Depth>5.58"Subcatchment A-36: Area 36 Flow Length=55' Tc=0.8 min CN=93 Runoff=0.48 cfs 0.033 af Avg. Flow Depth=0.39' Max Vel=0.66 fps Inflow=1.98 cfs 0.195 afReach 23R: Bordering Veg Swale n=0.100 L=200.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=1.77 cfs 0.195 af Peak Elev=114.64' Storage=23,503 cf Inflow=31.52 cfs 2.386 afPond Basin: Infiltration Basin 0.348 af Primary=4.51 cfs 0.975 af Secondary=18.14 cfs 0.830 af Tertiary=0.00 cfs 0.000 af Outflow=21.76 cfs 2.153 af Peak Elev=120.90' Storage=2,706 cf Inflow=1.65 cfs 0.112 afPond BR-1: Bioretention Outflow=0.36 cfs 0.053 af Peak Elev=118.93' Storage=2,086 cf Inflow=2.18 cfs 0.156 afPond BR-2: Bioretention Outflow=2.06 cfs 0.114 af Peak Elev=120.19' Inflow=2.16 cfs 0.149 afPond CB-P1: CB-P1 12.0" Round Culvert n=0.013 L=28.7' S=0.0105 '/' Outflow=2.16 cfs 0.149 af Peak Elev=117.46' Inflow=0.96 cfs 0.068 afPond CB-P10: CB-P10 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.96 cfs 0.068 af Peak Elev=117.50' Inflow=1.70 cfs 0.126 afPond CB-P11: CB-P11 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.70 cfs 0.126 af Peak Elev=117.87' Inflow=0.48 cfs 0.033 afPond CB-P12: CB-P12 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.48 cfs 0.033 af Peak Elev=118.22' Inflow=1.42 cfs 0.098 afPond CB-P13: CB-P13 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=1.42 cfs 0.098 af Peak Elev=118.90' Inflow=1.30 cfs 0.091 afPond CB-P14: CB-P14 12.0" Round Culvert n=0.013 L=61.0' S=0.0230 '/' Outflow=1.30 cfs 0.091 af Peak Elev=118.91' Inflow=1.33 cfs 0.095 afPond CB-P15: CB-P15 12.0" Round Culvert n=0.013 L=53.0' S=0.0085 '/' Outflow=1.33 cfs 0.095 af Peak Elev=118.90' Inflow=1.29 cfs 0.088 afPond CB-P16: CB-P16 12.0" Round Culvert n=0.013 L=5.0' S=0.3100 '/' Outflow=1.29 cfs 0.088 af Peak Elev=118.71' Inflow=1.06 cfs 0.074 afPond CB-P17: CB-P17 12.0" Round Culvert n=0.013 L=49.0' S=0.0153 '/' Outflow=1.06 cfs 0.074 af Peak Elev=118.41' Inflow=1.49 cfs 0.109 afPond CB-P18: CB-P18 12.0" Round Culvert n=0.013 L=50.0' S=0.0090 '/' Outflow=1.49 cfs 0.109 af Peak Elev=118.40' Inflow=1.30 cfs 0.089 afPond CB-P19: CB-P19 12.0" Round Culvert n=0.013 L=67.0' S=0.0224 '/' Outflow=1.30 cfs 0.089 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=120.23' Inflow=2.97 cfs 0.205 afPond CB-P2: CB-P2 12.0" Round Culvert n=0.013 L=13.5' S=0.0185 '/' Outflow=2.97 cfs 0.205 af Peak Elev=118.35' Inflow=0.29 cfs 0.020 afPond CB-P20: CB-P20 12.0" Round Culvert n=0.013 L=9.0' S=0.1889 '/' Outflow=0.29 cfs 0.020 af Peak Elev=117.88' Inflow=1.24 cfs 0.086 afPond CB-P21: CB-P21 12.0" Round Culvert n=0.013 L=7.0' S=0.0043 '/' Outflow=1.24 cfs 0.086 af Peak Elev=116.59' Inflow=1.67 cfs 0.116 afPond CB-P22: CB-P22 12.0" Round Culvert n=0.013 L=7.0' S=0.0100 '/' Outflow=1.67 cfs 0.116 af Peak Elev=116.24' Inflow=0.18 cfs 0.012 afPond CB-P23: CB-P23 12.0" Round Culvert n=0.013 L=14.0' S=0.0857 '/' Outflow=0.18 cfs 0.012 af Peak Elev=116.11' Inflow=0.20 cfs 0.014 afPond CB-P24: CB-P24 12.0" Round Culvert n=0.013 L=33.0' S=0.0212 '/' Outflow=0.20 cfs 0.014 af Peak Elev=118.14' Inflow=0.76 cfs 0.051 afPond CB-P4: CB-P4 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.76 cfs 0.051 af Peak Elev=118.54' Inflow=1.47 cfs 0.102 afPond CB-P5: CB-P5 12.0" Round Culvert n=0.013 L=82.0' S=0.0050 '/' Outflow=1.47 cfs 0.102 af Peak Elev=117.56' Inflow=0.83 cfs 0.058 afPond CB-P6: CB-P6 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.83 cfs 0.058 af Peak Elev=117.63' Inflow=1.51 cfs 0.106 afPond CB-P7: CB-P7 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.51 cfs 0.106 af Peak Elev=117.52' Inflow=0.68 cfs 0.047 afPond CB-P8: CB-P8 12.0" Round Culvert n=0.013 L=33.0' S=0.0052 '/' Outflow=0.68 cfs 0.047 af Peak Elev=117.53' Inflow=1.17 cfs 0.084 afPond CB-P9: CB-P9 12.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.17 cfs 0.084 af Peak Elev=119.22' Inflow=5.62 cfs 0.402 afPond DMH-P1: DMH-P1 18.0" Round Culvert n=0.013 L=194.0' S=0.0077 '/' Outflow=5.62 cfs 0.402 af Peak Elev=118.69' Inflow=12.56 cfs 0.983 afPond DMH-P10: DMH-P10 24.0" Round Culvert n=0.013 L=70.0' S=0.0057 '/' Outflow=12.56 cfs 0.983 af Peak Elev=118.36' Inflow=15.56 cfs 1.200 afPond DMH-P11: DMH-P11 24.0" Round Culvert n=0.013 L=75.0' S=0.0067 '/' Outflow=15.56 cfs 1.200 af Peak Elev=116.91' Inflow=12.20 cfs 0.860 afPond DMH-P12: DMH-P12 24.0" Round Culvert n=0.013 L=74.5' S=0.0050 '/' Outflow=12.20 cfs 0.860 af Peak Elev=116.22' Inflow=12.20 cfs 0.860 afPond DMH-P13: DMH-P13 24.0" Round Culvert n=0.013 L=107.0' S=0.0050 '/' Outflow=12.20 cfs 0.860 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=115.38' Inflow=13.76 cfs 0.976 afPond DMH-P14: DMH-P14 30.0" Round Culvert n=0.013 L=56.0' S=0.0050 '/' Outflow=13.76 cfs 0.976 af Peak Elev=114.39' Inflow=17.59 cfs 1.932 afPond DMH-P16: DMH-P16 18.0" Round Culvert n=0.012 L=103.0' S=0.0150 '/' Outflow=17.59 cfs 1.932 af Peak Elev=119.96' Inflow=2.69 cfs 0.197 afPond DMH-P17: DMH-P17 12.0" Round Culvert n=0.013 L=28.0' S=0.0161 '/' Outflow=2.69 cfs 0.197 af Peak Elev=117.84' Inflow=3.03 cfs 0.246 afPond DMH-P18: DMH-P18 18.0" Round Culvert n=0.013 L=61.0' S=0.0115 '/' Outflow=3.03 cfs 0.246 af Peak Elev=118.95' Inflow=7.65 cfs 0.635 afPond DMH-P2: DMH-P2 24.0" Round Culvert n=0.013 L=217.0' S=0.0055 '/' Outflow=7.65 cfs 0.635 af Peak Elev=117.57' Inflow=16.43 cfs 1.258 afPond DMH-P20: DMH-P20 24.0" Round Culvert n=0.013 L=153.0' S=0.0052 '/' Outflow=16.43 cfs 1.258 af Peak Elev=116.11' Inflow=16.80 cfs 1.284 afPond DMH-P21: DMH-P21 24.0" Round Culvert n=0.013 L=99.0' S=0.0051 '/' Outflow=16.80 cfs 1.284 af Peak Elev=117.99' Inflow=2.23 cfs 0.153 afPond DMH-P4: DMH-P4 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=2.23 cfs 0.153 af Peak Elev=117.54' Inflow=4.57 cfs 0.318 afPond DMH-P5: DMH-P5 24.0" Round Culvert n=0.013 L=59.0' S=0.0051 '/' Outflow=4.57 cfs 0.318 af Peak Elev=117.51' Inflow=6.42 cfs 0.449 afPond DMH-P6: DMH-P6 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=6.42 cfs 0.449 af Peak Elev=117.44' Inflow=9.07 cfs 0.643 afPond DMH-P7: DMH-P7 24.0" Round Culvert n=0.013 L=59.0' S=0.0049 '/' Outflow=9.07 cfs 0.643 af Peak Elev=117.27' Inflow=10.96 cfs 0.774 afPond DMH-P8: DMH-P8 24.0" Round Culvert n=0.013 L=78.0' S=0.0050 '/' Outflow=10.96 cfs 0.774 af Peak Elev=118.89' Inflow=11.52 cfs 0.909 afPond DMH-P9: DMH-P9 24.0" Round Culvert n=0.013 L=79.0' S=0.0063 '/' Outflow=11.52 cfs 0.909 af Peak Elev=118.33' Inflow=14.13 cfs 0.957 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=14.13 cfs 0.957 af Inflow=17.59 cfs 1.932 afPond OTF-1: Outfall Primary=17.59 cfs 1.932 af Peak Elev=121.44' Inflow=0.59 cfs 0.048 afPond RD-1: Roof Drain 12.0" Round Culvert n=0.013 L=146.0' S=0.0175 '/' Outflow=0.59 cfs 0.048 af Peak Elev=120.29' Inflow=2.22 cfs 0.180 afPond RD-2: Roof Drain 12.0" Round Culvert n=0.013 L=57.0' S=0.0342 '/' Outflow=2.22 cfs 0.180 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inflow=41.00 cfs 3.423 afPond Wetland: Adjacent Wetland Primary=41.00 cfs 3.423 af 100-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=14.00 cfs 0.948 afLink Area= 2.277 ac 65.92% Imperv. Primary=14.00 cfs 0.948 af 100-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Inflow=1.22 cfs 0.136 afLink 2L: Area= 0.369 ac 65.85% Imperv. Primary=1.22 cfs 0.136 af Total Runoff Area = 7.408 ac Runoff Volume = 3.065 af Average Runoff Depth = 4.96" 32.17% Pervious = 2.383 ac 67.83% Impervious = 5.025 ac Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-01: Area 01 Runoff=1.68 cfs @ 12.10 hrs, Volume=0.125 af, Depth>3.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.24561>75% Grass cover, Good, HSG B 0.15998Water Surface, 0% imp, HSG B 0.40476Weighted Average 0.404100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.740.02500.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.5330.03000.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 7.167Total Summary for Subcatchment A-02: Area 02 Runoff=1.28 cfs @ 12.13 hrs, Volume=0.106 af, Depth>2.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.17661>75% Grass cover, Good, HSG B 0.40460Woods, Fair, HSG B 0.58060Weighted Average 0.580100.00% Pervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.560.16700.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8100.10000.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6170.05900.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1200.20000.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9200.05000.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4240.04200.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.397Total Summary for Subcatchment A-03: Area 03 Runoff=0.79 cfs @ 12.10 hrs, Volume=0.059 af, Depth>2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.15061>75% Grass cover, Good, HSG B 0.17560Woods, Fair, HSG B 0.32560Weighted Average 0.325100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8180.33300.36 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.8190.05300.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 3.4320.03100.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 6.069Total Summary for Subcatchment A-04: Area 04 Runoff=1.67 cfs @ 12.04 hrs, Volume=0.116 af, Depth>5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.21098Paved parking, HSG B 0.05061>75% Grass cover, Good, HSG B 0.26091Weighted Average 0.05019.23% Pervious Area 0.21080.77% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.4270.01901.01 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4730.00800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5550.00801.82 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2360.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5191Total Summary for Subcatchment A-05: Area 05 Runoff=0.20 cfs @ 12.02 hrs, Volume=0.014 af, Depth>5.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.02798Paved parking, HSG B 0.00461>75% Grass cover, Good, HSG B 0.03193Weighted Average 0.00412.90% Pervious Area 0.02787.10% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.1700.01401.08 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.02601.07 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.698Total Summary for Subcatchment A-06: Area 06 Runoff=0.18 cfs @ 12.01 hrs, Volume=0.012 af, Depth>4.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.02098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.03086Weighted Average 0.01033.33% Pervious Area 0.02066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.290.02800.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6450.02201.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.854Total Summary for Subcatchment A-07: Area 07 Runoff=0.13 cfs @ 12.04 hrs, Volume=0.009 af, Depth>3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.01098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.03073Weighted Average 0.02066.67% Pervious Area 0.01033.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.650.05000.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.230.33000.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.3180.11000.23 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1100.05001.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.236Total Summary for Subcatchment A-08: Area 08 Runoff=3.03 cfs @ 12.07 hrs, Volume=0.246 af, Depth>6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.48098Roofs, HSG B 0.480100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-09: Area 09 Runoff=1.24 cfs @ 12.02 hrs, Volume=0.086 af, Depth>5.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.19092Weighted Average 0.03015.79% Pervious Area 0.16084.21% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4850.01000.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-10: Area 10 Runoff=2.18 cfs @ 12.07 hrs, Volume=0.156 af, Depth>4.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.24598Paved parking, HSG B 0.13161>75% Grass cover, Good, HSG B 0.01498Water Surface, 0% imp, HSG B 0.39086Weighted Average 0.14537.18% Pervious Area 0.24562.82% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.6840.00700.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.61540.00601.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4650.01502.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0950.01101.57 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.6398Total Summary for Subcatchment A-11: Area 11 Runoff=1.42 cfs @ 12.02 hrs, Volume=0.098 af, Depth>5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.22091Weighted Average 0.04018.18% Pervious Area 0.18081.82% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.0650.01501.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1150.01701.96 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.4106Total Summary for Subcatchment A-12: Area 12 Runoff=1.30 cfs @ 12.02 hrs, Volume=0.089 af, Depth>5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.15998Paved parking, HSG B 0.04061>75% Grass cover, Good, HSG B 0.19991Weighted Average 0.04020.10% Pervious Area 0.15979.90% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3260.03801.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.287Total Summary for Subcatchment A-13: Area 13 Runoff=0.90 cfs @ 12.02 hrs, Volume=0.058 af, Depth>4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.07061>75% Grass cover, Good, HSG B 0.16082Weighted Average 0.07043.75% Pervious Area 0.09056.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4290.03001.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.179Total Summary for Subcatchment A-14: Area 14 Runoff=0.29 cfs @ 12.01 hrs, Volume=0.020 af, Depth>5.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.03698Paved parking, HSG B 0.00761>75% Grass cover, Good, HSG B 0.04392Weighted Average 0.00716.28% Pervious Area 0.03683.72% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1630.01000.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-15: Area 15 Runoff=1.49 cfs @ 12.02 hrs, Volume=0.109 af, Depth>5.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.21098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.22096Weighted Average 0.0104.55% Pervious Area 0.21095.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7570.02501.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.5109Total Summary for Subcatchment A-16: Area 16 Runoff=1.70 cfs @ 12.02 hrs, Volume=0.126 af, Depth>6.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.24098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.25097Weighted Average 0.0104.00% Pervious Area 0.24096.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8520.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6113Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-17: Area 17 Runoff=1.17 cfs @ 12.02 hrs, Volume=0.084 af, Depth>5.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.17096Weighted Average 0.0105.88% Pervious Area 0.16094.12% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6370.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.269Total Summary for Subcatchment A-18: Area 18 Runoff=1.06 cfs @ 12.02 hrs, Volume=0.074 af, Depth>5.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.14098Unconnected pavement, HSG B 0.02061>75% Grass cover, Good, HSG B 0.16093Weighted Average 0.02012.50% Pervious Area 0.14087.50% Impervious Area 0.140100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8540.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.486Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-19: Area 19 Runoff=1.29 cfs @ 12.02 hrs, Volume=0.088 af, Depth>5.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.14098Paved parking, HSG B 0.0706950-75% Grass cover, Fair, HSG B 0.21088Weighted Average 0.07033.33% Pervious Area 0.14066.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9600.01701.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5400.02501.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1220.02303.08 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5122Total Summary for Subcatchment A-20: Area 20 Runoff=1.33 cfs @ 12.02 hrs, Volume=0.095 af, Depth>5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.18098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.20094Weighted Average 0.02010.00% Pervious Area 0.18090.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01400.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9570.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.589Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-21: Area 21 Runoff=1.51 cfs @ 12.01 hrs, Volume=0.106 af, Depth>5.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.20098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.22095Weighted Average 0.0209.09% Pervious Area 0.20090.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.5480.03601.47 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.083Total Summary for Subcatchment A-22: Area 22 Runoff=1.47 cfs @ 12.02 hrs, Volume=0.102 af, Depth>5.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.19098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.22093Weighted Average 0.03013.64% Pervious Area 0.19086.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5300.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.281Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-23: Area 23 Runoff=1.30 cfs @ 12.02 hrs, Volume=0.091 af, Depth>5.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.20092Weighted Average 0.03015.00% Pervious Area 0.17085.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7510.02501.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9560.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6107Total Summary for Subcatchment A-24: Area 24 Runoff=0.57 cfs @ 12.02 hrs, Volume=0.039 af, Depth>5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.07098Paved parking, HSG B 0.02061>75% Grass cover, Good, HSG B 0.09090Weighted Average 0.02022.22% Pervious Area 0.07077.78% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.4840.01000.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" Summary for Subcatchment A-25: Area 25 Runoff=2.22 cfs @ 12.07 hrs, Volume=0.180 af, Depth>6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.35198Roofs, HSG B 0.351100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Summary for Subcatchment A-27: Area 27 Runoff=2.16 cfs @ 12.03 hrs, Volume=0.149 af, Depth>5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.26498Paved parking, HSG B 0.07861>75% Grass cover, Good, HSG B 0.34290Weighted Average 0.07822.81% Pervious Area 0.26477.19% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.9610.01601.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5350.02901.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.090.02803.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6145Total Summary for Subcatchment A-28: Area 28 Runoff=2.97 cfs @ 12.02 hrs, Volume=0.205 af, Depth>5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.37098Paved parking, HSG B 0.09061>75% Grass cover, Good, HSG B 0.46091Weighted Average 0.09019.57% Pervious Area 0.37080.43% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8530.01901.16 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4300.03301.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2400.02503.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4123Total Summary for Subcatchment A-29: Area 29 Runoff=1.65 cfs @ 12.05 hrs, Volume=0.112 af, Depth>4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.15098Paved parking, HSG B 0.12161>75% Grass cover, Good, HSG B 0.02998Water Surface, 0% imp, HSG B 0.30083Weighted Average 0.15050.00% Pervious Area 0.15050.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7500.02001.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.9470.01000.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.81000.01002.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0110.09104.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1720.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.5280Total Summary for Subcatchment A-30: Area 30 Runoff=0.59 cfs @ 12.07 hrs, Volume=0.048 af, Depth>6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.09398Roofs, HSG B 0.093100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Summary for Subcatchment A-31: Area 31 Runoff=0.08 cfs @ 12.08 hrs, Volume=0.006 af, Depth>2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.03061>75% Grass cover, Good, HSG B 0.030100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0180.03800.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.5630.00500.70 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.03510.01906.003.27 Pipe Channel, 10.0" Round Area= 0.5 sf Perim= 2.6' r= 0.21' n= 0.012 Concrete pipe, finished 4.5432Total Summary for Subcatchment A-32: Area 32 Runoff=0.76 cfs @ 12.02 hrs, Volume=0.051 af, Depth>5.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.03061>75% Grass cover, Good, HSG B 0.12089Weighted Average 0.03025.00% Pervious Area 0.09075.00% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-33: Area 33 Runoff=0.83 cfs @ 12.01 hrs, Volume=0.058 af, Depth>5.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.11098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.12095Weighted Average 0.0108.33% Pervious Area 0.11091.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6490.02701.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.968Total Summary for Subcatchment A-34: Area 34 Runoff=0.68 cfs @ 12.01 hrs, Volume=0.047 af, Depth>5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.09098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.10094Weighted Average 0.01010.00% Pervious Area 0.09090.00% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6320.01500.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3190.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.951Total Summary for Subcatchment A-35: Area 35 Runoff=0.96 cfs @ 12.01 hrs, Volume=0.068 af, Depth>5.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.14095Weighted Average 0.0107.14% Pervious Area 0.13092.86% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7560.02301.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3160.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.072Total Summary for Subcatchment A-36: Area 36 Runoff=0.48 cfs @ 12.01 hrs, Volume=0.033 af, Depth>5.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.06098Paved parking, HSG B 0.01061>75% Grass cover, Good, HSG B 0.07093Weighted Average 0.01014.29% Pervious Area 0.06085.71% Impervious Area Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.3240.04601.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5310.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.855Total Summary for Reach 23R: Bordering Veg Swale Inflow Area =0.694 ac,35.01% Impervious, Inflow Depth > 3.38" for 100-Year event Inflow=1.98 cfs @ 12.12 hrs, Volume=0.195 af Outflow=1.77 cfs @ 12.19 hrs, Volume=0.195 af, Atten= 11%, Lag= 4.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.66 fps, Min. Travel Time= 5.0 min Avg. Velocity = 0.26 fps, Avg. Travel Time= 12.8 min Peak Storage= 531 cf @ 12.19 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 200.0' Slope= 0.0120 '/' Inlet Invert= 112.00', Outlet Invert= 109.60' Summary for Pond Basin: Infiltration Basin Inflow Area =5.483 ac,76.97% Impervious, Inflow Depth > 5.22" for 100-Year event Inflow=31.52 cfs @ 12.03 hrs, Volume=2.386 af Outflow=21.76 cfs @ 12.15 hrs, Volume=2.153 af, Atten= 31%, Lag= 7.3 min Discarded=0.38 cfs @ 12.11 hrs, Volume=0.348 af Primary=4.51 cfs @ 12.17 hrs, Volume=0.975 af Secondary=18.14 cfs @ 12.11 hrs, Volume=0.830 af Tertiary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.64' @ 12.11 hrs Surf.Area= 8,690 sf Storage= 23,503 cf Flood Elev= 116.00' Surf.Area= 10,891 sf Storage= 36,829 cf Plug-Flow detention time= 90.2 min calculated for 2.149 af (90% of inflow) Center-of-Mass det. time= 42.3 min ( 814.7 - 772.4 ) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1110.50'36,829 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 110.5022200 111.003,8951,0291,029 112.005,0804,4885,517 112.255,3911,3096,826 112.505,7091,3888,213 112.756,0331,4689,681 113.006,3631,55011,230 113.507,0423,35114,582 114.007,7473,69718,279 115.009,2318,48926,768 116.0010,89110,06136,829 DeviceRouting InvertOutlet Devices #1Discarded110.50'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2Primary112.00'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0238 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3Device 2112.75'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #4Device 2115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5Tertiary116.00'6.0' 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 #6Secondary113.00'24.0" Round Culvert X 2.00 L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0066 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #7Primary115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=114.62' (Free Discharge) 1=Exfiltration ( Controls 0.38 cfs) Primary OutFlow Max=4.24 cfs @ 12.17 hrs HW=114.52' TW=112.07' (Dynamic Tailwater) 2=Culvert (Inlet Controls 4.24 cfs @ 5.40 fps) 3=Orifice/Grate (Passes 4.24 cfs of 8.07 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 7=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=17.88 cfs @ 12.11 hrs HW=114.62' TW=0.00' (Dynamic Tailwater) 6=Culvert (Barrel Controls 17.88 cfs @ 4.47 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=110.50' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR-1: Bioretention Inflow Area =0.300 ac,50.00% Impervious, Inflow Depth > 4.46" for 100-Year event Inflow=1.65 cfs @ 12.05 hrs, Volume=0.112 af Outflow=0.36 cfs @ 12.46 hrs, Volume=0.053 af, Atten= 78%, Lag= 24.2 min Primary=0.36 cfs @ 12.46 hrs, Volume=0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.90' @ 12.46 hrs Surf.Area= 1,183 sf Storage= 2,706 cf Flood Elev= 121.30' Surf.Area= 1,585 sf Storage= 3,257 cf Plug-Flow detention time= 242.9 min calculated for 0.053 af (47% of inflow) Center-of-Mass det. time= 129.4 min ( 930.6 - 801.2 ) VolumeInvertAvail.StorageStorage Description #1116.75'3,257 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 116.7558500 119.755851,7551,755 120.006071491,904 121.001,2499282,832 121.301,5854253,257 DeviceRouting InvertOutlet Devices #1Primary116.65'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.65' / 116.30' S= 0.0095 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1120.75'24.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.36 cfs @ 12.46 hrs HW=120.90' TW=116.90' (Dynamic Tailwater) 1=Culvert (Passes 0.36 cfs of 5.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.36 cfs @ 1.23 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond BR-2: Bioretention Inflow Area =0.390 ac,62.82% Impervious, Inflow Depth > 4.79" for 100-Year event Inflow=2.18 cfs @ 12.07 hrs, Volume=0.156 af Outflow=2.06 cfs @ 12.10 hrs, Volume=0.114 af, Atten= 6%, Lag= 2.0 min Primary=2.06 cfs @ 12.10 hrs, Volume=0.114 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.93' @ 12.10 hrs Surf.Area= 1,675 sf Storage= 2,086 cf Flood Elev= 119.00' Surf.Area= 1,744 sf Storage= 2,200 cf Plug-Flow detention time= 144.6 min calculated for 0.114 af (73% of inflow) Center-of-Mass det. time= 57.6 min ( 851.4 - 793.8 ) VolumeInvertAvail.StorageStorage Description #1114.75'2,680 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 114.7528300 117.75283849849 118.00709124973 119.001,7441,2272,200 119.252,1014812,680 DeviceRouting InvertOutlet Devices #1Primary117.00'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.65' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2Device 1118.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.06 cfs @ 12.10 hrs HW=118.93' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.06 cfs of 3.57 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.06 cfs @ 1.40 fps) Summary for Pond CB-P1: CB-P1 Inflow Area =0.342 ac,77.19% Impervious, Inflow Depth > 5.24" for 100-Year event Inflow=2.16 cfs @ 12.03 hrs, Volume=0.149 af Outflow=2.16 cfs @ 12.03 hrs, Volume=0.149 af, Atten= 0%, Lag= 0.0 min Primary=2.16 cfs @ 12.03 hrs, Volume=0.149 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.19' @ 12.09 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC L= 28.7' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.45' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.04 cfs @ 12.03 hrs HW=119.88' TW=119.76' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.04 cfs @ 1.32 fps) Summary for Pond CB-P10: CB-P10 Inflow Area =0.140 ac,92.86% Impervious, Inflow Depth > 5.81" for 100-Year event Inflow=0.96 cfs @ 12.01 hrs, Volume=0.068 af Outflow=0.96 cfs @ 12.01 hrs, Volume=0.068 af, Atten= 0%, Lag= 0.0 min Primary=0.96 cfs @ 12.01 hrs, Volume=0.068 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.46' @ 12.14 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=117.10' TW=117.19' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P11: CB-P11 Inflow Area =0.250 ac,96.00% Impervious, Inflow Depth > 6.04" for 100-Year event Inflow=1.70 cfs @ 12.02 hrs, Volume=0.126 af Outflow=1.70 cfs @ 12.02 hrs, Volume=0.126 af, Atten= 0%, Lag= 0.0 min Primary=1.70 cfs @ 12.02 hrs, Volume=0.126 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.50' @ 12.12 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.83 cfs @ 12.02 hrs HW=117.35' TW=117.25' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.83 cfs @ 1.38 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P12: CB-P12 Inflow Area =0.070 ac,85.71% Impervious, Inflow Depth > 5.58" for 100-Year event Inflow=0.48 cfs @ 12.01 hrs, Volume=0.033 af Outflow=0.48 cfs @ 12.01 hrs, Volume=0.033 af, Atten= 0%, Lag= 0.0 min Primary=0.48 cfs @ 12.01 hrs, Volume=0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.87' @ 12.01 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.28' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.46 cfs @ 12.01 hrs HW=117.86' TW=116.97' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.46 cfs @ 2.22 fps) Summary for Pond CB-P13: CB-P13 Inflow Area =0.220 ac,81.82% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow=1.42 cfs @ 12.02 hrs, Volume=0.098 af Outflow=1.42 cfs @ 12.02 hrs, Volume=0.098 af, Atten= 0%, Lag= 0.0 min Primary=1.42 cfs @ 12.02 hrs, Volume=0.098 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.22' @ 12.02 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 117.04' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.36 cfs @ 12.02 hrs HW=118.20' TW=117.04' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.36 cfs @ 3.01 fps) Summary for Pond CB-P14: CB-P14 Inflow Area =0.200 ac,85.00% Impervious, Inflow Depth > 5.46" for 100-Year event Inflow=1.30 cfs @ 12.02 hrs, Volume=0.091 af Outflow=1.30 cfs @ 12.02 hrs, Volume=0.091 af, Atten= 0%, Lag= 0.0 min Primary=1.30 cfs @ 12.02 hrs, Volume=0.091 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 118.90' @ 12.23 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.35'12.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.35' / 115.95' S= 0.0230 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.24 cfs @ 12.02 hrs HW=118.02' TW=117.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.24 cfs @ 2.21 fps) Summary for Pond CB-P15: CB-P15 Inflow Area =0.200 ac,90.00% Impervious, Inflow Depth > 5.69" for 100-Year event Inflow=1.33 cfs @ 12.02 hrs, Volume=0.095 af Outflow=1.33 cfs @ 12.02 hrs, Volume=0.095 af, Atten= 0%, Lag= 0.0 min Primary=1.33 cfs @ 12.02 hrs, Volume=0.095 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.91' @ 12.23 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 53.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0085 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.48 cfs @ 12.02 hrs HW=117.12' TW=117.05' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.48 cfs @ 1.11 fps) Summary for Pond CB-P16: CB-P16 Inflow Area =0.210 ac,66.67% Impervious, Inflow Depth > 5.01" for 100-Year event Inflow=1.29 cfs @ 12.02 hrs, Volume=0.088 af Outflow=1.29 cfs @ 12.02 hrs, Volume=0.088 af, Atten= 0%, Lag= 0.0 min Primary=1.29 cfs @ 12.02 hrs, Volume=0.088 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.90' @ 12.23 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary117.50'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.50' / 115.95' S= 0.3100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.24 cfs @ 12.02 hrs HW=118.17' TW=117.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.24 cfs @ 2.20 fps) Summary for Pond CB-P17: CB-P17 Inflow Area =0.160 ac,87.50% Impervious, Inflow Depth > 5.58" for 100-Year event Inflow=1.06 cfs @ 12.02 hrs, Volume=0.074 af Outflow=1.06 cfs @ 12.02 hrs, Volume=0.074 af, Atten= 0%, Lag= 0.0 min Primary=1.06 cfs @ 12.02 hrs, Volume=0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.71' @ 12.18 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 49.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.65' S= 0.0153 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.02 hrs HW=117.00' TW=116.99' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.16 cfs @ 0.48 fps) Summary for Pond CB-P18: CB-P18 Inflow Area =0.220 ac,95.45% Impervious, Inflow Depth > 5.93" for 100-Year event Inflow=1.49 cfs @ 12.02 hrs, Volume=0.109 af Outflow=1.49 cfs @ 12.02 hrs, Volume=0.109 af, Atten= 0%, Lag= 0.0 min Primary=1.49 cfs @ 12.02 hrs, Volume=0.109 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.41' @ 12.14 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 115.95' S= 0.0090 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.02 hrs HW=117.14' TW=117.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P19: CB-P19 Inflow Area =0.199 ac,79.90% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow=1.30 cfs @ 12.02 hrs, Volume=0.089 af Outflow=1.30 cfs @ 12.02 hrs, Volume=0.089 af, Atten= 0%, Lag= 0.0 min Primary=1.30 cfs @ 12.02 hrs, Volume=0.089 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.40' @ 12.14 hrs Flood Elev= 120.45' DeviceRouting InvertOutlet Devices #1Primary117.45'12.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.45' / 115.95' S= 0.0224 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.24 cfs @ 12.02 hrs HW=118.12' TW=117.04' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.24 cfs @ 2.21 fps) Summary for Pond CB-P2: CB-P2 Inflow Area =0.460 ac,80.43% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow=2.97 cfs @ 12.02 hrs, Volume=0.205 af Outflow=2.97 cfs @ 12.02 hrs, Volume=0.205 af, Atten= 0%, Lag= 0.0 min Primary=2.97 cfs @ 12.02 hrs, Volume=0.205 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.23' @ 12.02 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary118.75'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.75' / 118.50' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.84 cfs @ 12.02 hrs HW=120.15' TW=119.18' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.84 cfs @ 3.62 fps) Summary for Pond CB-P20: CB-P20 Inflow Area =0.043 ac,83.72% Impervious, Inflow Depth > 5.46" for 100-Year event Inflow=0.29 cfs @ 12.01 hrs, Volume=0.020 af Outflow=0.29 cfs @ 12.01 hrs, Volume=0.020 af, Atten= 0%, Lag= 0.0 min Primary=0.29 cfs @ 12.01 hrs, Volume=0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 118.35' @ 12.15 hrs Flood Elev= 120.65' DeviceRouting InvertOutlet Devices #1Primary117.65'12.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.65' / 115.95' S= 0.1889 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.27 cfs @ 12.01 hrs HW=117.94' TW=116.99' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.27 cfs @ 1.45 fps) Summary for Pond CB-P21: CB-P21 Inflow Area =0.190 ac,84.21% Impervious, Inflow Depth > 5.46" for 100-Year event Inflow=1.24 cfs @ 12.02 hrs, Volume=0.086 af Outflow=1.24 cfs @ 12.02 hrs, Volume=0.086 af, Atten= 0%, Lag= 0.0 min Primary=1.24 cfs @ 12.02 hrs, Volume=0.086 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.88' @ 12.02 hrs Flood Elev= 120.10' DeviceRouting InvertOutlet Devices #1Primary117.10'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 117.07' S= 0.0043 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.19 cfs @ 12.02 hrs HW=117.85' TW=116.70' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.19 cfs @ 2.59 fps) Summary for Pond CB-P22: CB-P22 Inflow Area =0.260 ac,80.77% Impervious, Inflow Depth > 5.35" for 100-Year event Inflow=1.67 cfs @ 12.04 hrs, Volume=0.116 af Outflow=1.67 cfs @ 12.04 hrs, Volume=0.116 af, Atten= 0%, Lag= 0.0 min Primary=1.67 cfs @ 12.04 hrs, Volume=0.116 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.59' @ 12.04 hrs Flood Elev= 118.70' DeviceRouting InvertOutlet Devices #1Primary115.70'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.70' / 115.63' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=1.62 cfs @ 12.04 hrs HW=116.57' TW=115.30' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.62 cfs @ 2.98 fps) Summary for Pond CB-P23: CB-P23 Inflow Area =0.030 ac,66.67% Impervious, Inflow Depth > 4.79" for 100-Year event Inflow=0.18 cfs @ 12.01 hrs, Volume=0.012 af Outflow=0.18 cfs @ 12.01 hrs, Volume=0.012 af, Atten= 0%, Lag= 0.0 min Primary=0.18 cfs @ 12.01 hrs, Volume=0.012 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.24' @ 12.01 hrs Flood Elev= 119.00' DeviceRouting InvertOutlet Devices #1Primary116.00'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.00' / 114.80' S= 0.0857 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.18 cfs @ 12.01 hrs HW=116.23' TW=115.83' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.18 cfs @ 1.29 fps) Summary for Pond CB-P24: CB-P24 Inflow Area =0.031 ac,87.10% Impervious, Inflow Depth > 5.58" for 100-Year event Inflow=0.20 cfs @ 12.02 hrs, Volume=0.014 af Outflow=0.20 cfs @ 12.02 hrs, Volume=0.014 af, Atten= 0%, Lag= 0.0 min Primary=0.20 cfs @ 12.02 hrs, Volume=0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.11' @ 12.09 hrs Flood Elev= 118.50' DeviceRouting InvertOutlet Devices #1Primary115.50'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.50' / 114.80' S= 0.0212 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.02 hrs HW=115.79' TW=115.92' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-P4: CB-P4 Inflow Area =0.120 ac,75.00% Impervious, Inflow Depth > 5.12" for 100-Year event Inflow=0.76 cfs @ 12.02 hrs, Volume=0.051 af Outflow=0.76 cfs @ 12.02 hrs, Volume=0.051 af, Atten= 0%, Lag= 0.0 min Primary=0.76 cfs @ 12.02 hrs, Volume=0.051 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.14' @ 12.04 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.51'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.51' / 117.34' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.57 cfs @ 12.02 hrs HW=118.10' TW=117.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.57 cfs @ 1.67 fps) Summary for Pond CB-P5: CB-P5 Inflow Area =0.220 ac,86.36% Impervious, Inflow Depth > 5.58" for 100-Year event Inflow=1.47 cfs @ 12.02 hrs, Volume=0.102 af Outflow=1.47 cfs @ 12.02 hrs, Volume=0.102 af, Atten= 0%, Lag= 0.0 min Primary=1.47 cfs @ 12.02 hrs, Volume=0.102 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.54' @ 12.02 hrs Flood Elev= 120.35' DeviceRouting InvertOutlet Devices #1Primary117.75'12.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.75' / 117.34' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.37 cfs @ 12.02 hrs HW=118.52' TW=117.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.37 cfs @ 2.91 fps) Summary for Pond CB-P6: CB-P6 Inflow Area =0.120 ac,91.67% Impervious, Inflow Depth > 5.81" for 100-Year event Inflow=0.83 cfs @ 12.01 hrs, Volume=0.058 af Outflow=0.83 cfs @ 12.01 hrs, Volume=0.058 af, Atten= 0%, Lag= 0.0 min Primary=0.83 cfs @ 12.01 hrs, Volume=0.058 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.56' @ 12.15 hrs Flood Elev= 119.70' DeviceRouting InvertOutlet Devices #1Primary116.46'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.46' / 116.29' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=117.31' TW=117.43' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P7: CB-P7 Inflow Area =0.220 ac,90.91% Impervious, Inflow Depth > 5.81" for 100-Year event Inflow=1.51 cfs @ 12.01 hrs, Volume=0.106 af Outflow=1.51 cfs @ 12.01 hrs, Volume=0.106 af, Atten= 0%, Lag= 0.0 min Primary=1.51 cfs @ 12.01 hrs, Volume=0.106 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.63' @ 12.07 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.60'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.60' / 116.29' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=117.54' TW=117.43' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.84 cfs @ 1.42 fps) Summary for Pond CB-P8: CB-P8 Inflow Area =0.100 ac,90.00% Impervious, Inflow Depth > 5.69" for 100-Year event Inflow=0.68 cfs @ 12.01 hrs, Volume=0.047 af Outflow=0.68 cfs @ 12.01 hrs, Volume=0.047 af, Atten= 0%, Lag= 0.0 min Primary=0.68 cfs @ 12.01 hrs, Volume=0.047 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.52' @ 12.18 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.23' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.01 hrs HW=117.13' TW=117.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-P9: CB-P9 Inflow Area =0.170 ac,94.12% Impervious, Inflow Depth > 5.93" for 100-Year event Inflow=1.17 cfs @ 12.02 hrs, Volume=0.084 af Outflow=1.17 cfs @ 12.02 hrs, Volume=0.084 af, Atten= 0%, Lag= 0.0 min Primary=1.17 cfs @ 12.02 hrs, Volume=0.084 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.53' @ 12.18 hrs Flood Elev= 119.40' DeviceRouting InvertOutlet Devices #1Primary116.40'12.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.40' / 116.09' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.02 hrs HW=117.28' TW=117.32' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH-P1: DMH-P1 Inflow Area =0.895 ac,81.23% Impervious, Inflow Depth > 5.39" for 100-Year event Inflow=5.62 cfs @ 12.03 hrs, Volume=0.402 af Outflow=5.62 cfs @ 12.03 hrs, Volume=0.402 af, Atten= 0%, Lag= 0.0 min Primary=5.62 cfs @ 12.03 hrs, Volume=0.402 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.22' @ 12.03 hrs Flood Elev= 121.75' DeviceRouting InvertOutlet Devices #1Primary117.80'18.0" Round Culvert L= 194.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.80' / 116.30' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.40 cfs @ 12.03 hrs HW=119.19' TW=117.69' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.40 cfs @ 3.16 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P10: DMH-P10 Inflow Area =2.316 ac,80.22% Impervious, Inflow Depth > 5.09" for 100-Year event Inflow=12.56 cfs @ 12.03 hrs, Volume=0.983 af Outflow=12.56 cfs @ 12.03 hrs, Volume=0.983 af, Atten= 0%, Lag= 0.0 min Primary=12.56 cfs @ 12.03 hrs, Volume=0.983 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.69' @ 12.13 hrs Flood Elev= 121.50' DeviceRouting InvertOutlet Devices #1Primary114.30'24.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.30' / 113.90' S= 0.0057 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=117.27' TW=117.44' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH-P11: DMH-P11 Inflow Area =2.778 ac,81.46% Impervious, Inflow Depth > 5.18" for 100-Year event Inflow=15.56 cfs @ 12.03 hrs, Volume=1.200 af Outflow=15.56 cfs @ 12.03 hrs, Volume=1.200 af, Atten= 0%, Lag= 0.0 min Primary=15.56 cfs @ 12.03 hrs, Volume=1.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.36' @ 12.09 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary113.80'24.0" Round Culvert L= 75.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.80' / 113.30' S= 0.0067 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.02 cfs @ 12.03 hrs HW=117.37' TW=117.02' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.02 cfs @ 2.23 fps) Summary for Pond DMH-P12: DMH-P12 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 5.67" for 100-Year event Inflow=12.20 cfs @ 12.02 hrs, Volume=0.860 af Outflow=12.20 cfs @ 12.02 hrs, Volume=0.860 af, Atten= 0%, Lag= 0.0 min Primary=12.20 cfs @ 12.02 hrs, Volume=0.860 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 116.91' @ 12.05 hrs Flood Elev= 120.50' DeviceRouting InvertOutlet Devices #1Primary114.52'24.0" Round Culvert L= 74.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.52' / 114.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.02 cfs @ 12.02 hrs HW=116.67' TW=116.10' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.02 cfs @ 2.87 fps) Summary for Pond DMH-P13: DMH-P13 Inflow Area =1.820 ac,88.46% Impervious, Inflow Depth > 5.67" for 100-Year event Inflow=12.20 cfs @ 12.02 hrs, Volume=0.860 af Outflow=12.20 cfs @ 12.02 hrs, Volume=0.860 af, Atten= 0%, Lag= 0.0 min Primary=12.20 cfs @ 12.02 hrs, Volume=0.860 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.22' @ 12.04 hrs Flood Elev= 120.55' DeviceRouting InvertOutlet Devices #1Primary114.05'24.0" Round Culvert L= 107.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.05' / 113.52' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.50 cfs @ 12.02 hrs HW=116.10' TW=115.33' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.50 cfs @ 3.34 fps) Summary for Pond DMH-P14: DMH-P14 Inflow Area =2.080 ac,87.50% Impervious, Inflow Depth > 5.63" for 100-Year event Inflow=13.76 cfs @ 12.02 hrs, Volume=0.976 af Outflow=13.76 cfs @ 12.02 hrs, Volume=0.976 af, Atten= 0%, Lag= 0.0 min Primary=13.76 cfs @ 12.02 hrs, Volume=0.976 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 115.38' @ 12.02 hrs Flood Elev= 119.10' DeviceRouting InvertOutlet Devices #1Primary113.42'30.0" Round Culvert L= 56.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.42' / 113.14' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=13.15 cfs @ 12.02 hrs HW=115.32' TW=114.33' (Dynamic Tailwater) 1=Culvert (Barrel Controls 13.15 cfs @ 4.54 fps) Summary for Pond DMH-P16: DMH-P16 Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 2.93" for 100-Year event Inflow=17.59 cfs @ 12.04 hrs, Volume=1.932 af Outflow=17.59 cfs @ 12.04 hrs, Volume=1.932 af, Atten= 0%, Lag= 0.0 min Primary=17.59 cfs @ 12.04 hrs, Volume=1.932 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 114.39' @ 12.05 hrs Flood Elev= 115.25' DeviceRouting InvertOutlet Devices #1Primary110.13'18.0" 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= 0.012 Concrete pipe, finished Primary OutFlow Max=17.31 cfs @ 12.04 hrs HW=114.26' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 17.31 cfs @ 9.79 fps) Summary for Pond DMH-P17: DMH-P17 Inflow Area =0.435 ac,82.07% Impervious, Inflow Depth > 5.43" for 100-Year event Inflow=2.69 cfs @ 12.03 hrs, Volume=0.197 af Outflow=2.69 cfs @ 12.03 hrs, Volume=0.197 af, Atten= 0%, Lag= 0.0 min Primary=2.69 cfs @ 12.03 hrs, Volume=0.197 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.96' @ 12.05 hrs Flood Elev= 122.00' DeviceRouting InvertOutlet Devices #1Primary118.35'12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.35' / 117.90' S= 0.0161 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.39 cfs @ 12.03 hrs HW=119.83' TW=119.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.39 cfs @ 3.05 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P18: DMH-P18 Inflow Area =0.480 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow=3.03 cfs @ 12.07 hrs, Volume=0.246 af Outflow=3.03 cfs @ 12.07 hrs, Volume=0.246 af, Atten= 0%, Lag= 0.0 min Primary=3.03 cfs @ 12.07 hrs, Volume=0.246 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.84' @ 12.07 hrs Flood Elev= 120.00' DeviceRouting InvertOutlet Devices #1Primary116.90'18.0" Round Culvert L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.90' / 116.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.92 cfs @ 12.07 hrs HW=117.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.92 cfs @ 2.58 fps) Summary for Pond DMH-P2: DMH-P2 Inflow Area =1.546 ac,79.43% Impervious, Inflow Depth > 4.93" for 100-Year event Inflow=7.65 cfs @ 12.04 hrs, Volume=0.635 af Outflow=7.65 cfs @ 12.04 hrs, Volume=0.635 af, Atten= 0%, Lag= 0.0 min Primary=7.65 cfs @ 12.04 hrs, Volume=0.635 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.95' @ 12.23 hrs Flood Elev= 122.25' DeviceRouting InvertOutlet Devices #1Primary116.20'24.0" Round Culvert L= 217.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.20' / 115.00' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.92 cfs @ 12.04 hrs HW=117.74' TW=117.27' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.92 cfs @ 2.63 fps) Summary for Pond DMH-P20: DMH-P20 Inflow Area =2.938 ac,80.09% Impervious, Inflow Depth > 5.14" for 100-Year event Inflow=16.43 cfs @ 12.03 hrs, Volume=1.258 af Outflow=16.43 cfs @ 12.03 hrs, Volume=1.258 af, Atten= 0%, Lag= 0.0 min Primary=16.43 cfs @ 12.03 hrs, Volume=1.258 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 117.57' @ 12.06 hrs Flood Elev= 120.30' DeviceRouting InvertOutlet Devices #1Primary113.20'24.0" Round Culvert L= 153.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 113.20' / 112.40' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=12.26 cfs @ 12.03 hrs HW=117.00' TW=115.95' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.26 cfs @ 3.90 fps) Summary for Pond DMH-P21: DMH-P21 Inflow Area =2.999 ac,80.03% Impervious, Inflow Depth > 5.14" for 100-Year event Inflow=16.80 cfs @ 12.03 hrs, Volume=1.284 af Outflow=16.80 cfs @ 12.03 hrs, Volume=1.284 af, Atten= 0%, Lag= 0.0 min Primary=16.80 cfs @ 12.03 hrs, Volume=1.284 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 116.11' @ 12.04 hrs Flood Elev= 119.75' DeviceRouting InvertOutlet Devices #1Primary112.30'24.0" Round Culvert L= 99.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.30' / 111.80' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=14.92 cfs @ 12.03 hrs HW=115.95' TW=114.39' (Dynamic Tailwater) 1=Culvert (Inlet Controls 14.92 cfs @ 4.75 fps) Summary for Pond DMH-P4: DMH-P4 Inflow Area =0.340 ac,82.35% Impervious, Inflow Depth > 5.42" for 100-Year event Inflow=2.23 cfs @ 12.02 hrs, Volume=0.153 af Outflow=2.23 cfs @ 12.02 hrs, Volume=0.153 af, Atten= 0%, Lag= 0.0 min Primary=2.23 cfs @ 12.02 hrs, Volume=0.153 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.99' @ 12.02 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary117.24'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.24' / 116.95' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=2.13 cfs @ 12.02 hrs HW=117.97' TW=117.44' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.13 cfs @ 3.06 fps) Summary for Pond DMH-P5: DMH-P5 Inflow Area =0.680 ac,86.76% Impervious, Inflow Depth > 5.61" for 100-Year event Inflow=4.57 cfs @ 12.01 hrs, Volume=0.318 af Outflow=4.57 cfs @ 12.01 hrs, Volume=0.318 af, Atten= 0%, Lag= 0.0 min Primary=4.57 cfs @ 12.01 hrs, Volume=0.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.13 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary116.19'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.19' / 115.89' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.48 cfs @ 12.01 hrs HW=117.43' TW=117.31' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.48 cfs @ 1.73 fps) Summary for Pond DMH-P6: DMH-P6 Inflow Area =0.950 ac,88.42% Impervious, Inflow Depth > 5.68" for 100-Year event Inflow=6.42 cfs @ 12.01 hrs, Volume=0.449 af Outflow=6.42 cfs @ 12.01 hrs, Volume=0.449 af, Atten= 0%, Lag= 0.0 min Primary=6.42 cfs @ 12.01 hrs, Volume=0.449 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.13 hrs Flood Elev= 120.15' DeviceRouting InvertOutlet Devices #1Primary115.79'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.11 cfs @ 12.01 hrs HW=117.31' TW=117.20' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.11 cfs @ 1.68 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH-P7: DMH-P7 Inflow Area =1.340 ac,90.30% Impervious, Inflow Depth > 5.76" for 100-Year event Inflow=9.07 cfs @ 12.02 hrs, Volume=0.643 af Outflow=9.07 cfs @ 12.02 hrs, Volume=0.643 af, Atten= 0%, Lag= 0.0 min Primary=9.07 cfs @ 12.02 hrs, Volume=0.643 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.44' @ 12.09 hrs Flood Elev= 120.25' DeviceRouting InvertOutlet Devices #1Primary115.40'24.0" Round Culvert L= 59.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.40' / 115.11' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.05 cfs @ 12.02 hrs HW=117.21' TW=117.01' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.05 cfs @ 1.69 fps) Summary for Pond DMH-P8: DMH-P8 Inflow Area =1.630 ac,88.96% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow=10.96 cfs @ 12.02 hrs, Volume=0.774 af Outflow=10.96 cfs @ 12.02 hrs, Volume=0.774 af, Atten= 0%, Lag= 0.0 min Primary=10.96 cfs @ 12.02 hrs, Volume=0.774 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.27' @ 12.07 hrs Flood Elev= 120.70' DeviceRouting InvertOutlet Devices #1Primary115.01'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.01' / 114.62' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.99 cfs @ 12.02 hrs HW=117.01' TW=116.67' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.99 cfs @ 2.22 fps) Summary for Pond DMH-P9: DMH-P9 Inflow Area =2.156 ac,79.68% Impervious, Inflow Depth > 5.06" for 100-Year event Inflow=11.52 cfs @ 12.03 hrs, Volume=0.909 af Outflow=11.52 cfs @ 12.03 hrs, Volume=0.909 af, Atten= 0%, Lag= 0.0 min Primary=11.52 cfs @ 12.03 hrs, Volume=0.909 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 118.89' @ 12.18 hrs Flood Elev= 121.25' DeviceRouting InvertOutlet Devices #1Primary114.90'24.0" Round Culvert L= 79.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.90' / 114.40' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=117.20' TW=117.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH1: DMH1 Inflow Area =2.427 ac,65.14% Impervious, Inflow Depth > 4.73" for 100-Year event Inflow=14.13 cfs @ 12.06 hrs, Volume=0.957 af Outflow=14.13 cfs @ 12.06 hrs, Volume=0.957 af, Atten= 0%, Lag= 0.0 min Primary=14.13 cfs @ 12.06 hrs, Volume=0.957 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.33' @ 12.07 hrs DeviceRouting InvertOutlet Devices #1Primary113.19'18.0" 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=12.47 cfs @ 12.06 hrs HW=117.99' TW=114.20' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.47 cfs @ 7.06 fps) Summary for Pond OTF-1: Outfall Inflow Area =7.910 ac,73.34% Impervious, Inflow Depth > 2.93" for 100-Year event Inflow=17.59 cfs @ 12.04 hrs, Volume=1.932 af Primary=17.59 cfs @ 12.04 hrs, Volume=1.932 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond RD-1: Roof Drain Inflow Area =0.093 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow=0.59 cfs @ 12.07 hrs, Volume=0.048 af Outflow=0.59 cfs @ 12.07 hrs, Volume=0.048 af, Atten= 0%, Lag= 0.0 min Primary=0.59 cfs @ 12.07 hrs, Volume=0.048 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.44' @ 12.07 hrs Flood Elev= 125.00' Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC DeviceRouting InvertOutlet Devices #1Primary121.00'12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 121.00' / 118.45' S= 0.0175 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=121.43' TW=119.82' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.57 cfs @ 1.76 fps) Summary for Pond RD-2: Roof Drain Inflow Area =0.351 ac,100.00% Impervious, Inflow Depth > 6.16" for 100-Year event Inflow=2.22 cfs @ 12.07 hrs, Volume=0.180 af Outflow=2.22 cfs @ 12.07 hrs, Volume=0.180 af, Atten= 0%, Lag= 0.0 min Primary=2.22 cfs @ 12.07 hrs, Volume=0.180 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 120.29' @ 12.07 hrs Flood Elev= 123.25' DeviceRouting InvertOutlet Devices #1Primary119.25'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.25' / 117.30' S= 0.0342 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.13 cfs @ 12.07 hrs HW=120.26' TW=117.83' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.13 cfs @ 2.72 fps) Summary for Pond Wetland: Adjacent Wetland Inflow Area =10.054 ac,67.33% Impervious, Inflow Depth > 4.09" for 100-Year event Inflow=41.00 cfs @ 12.07 hrs, Volume=3.423 af Primary=41.00 cfs @ 12.07 hrs, Volume=3.423 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 1L: Existing Atwood Road Drainage Inflow Area =2.397 ac,65.54% Impervious, Inflow Depth > 4.75" for 100-Year event Inflow=14.00 cfs @ 12.06 hrs, Volume=0.948 af Primary=14.00 cfs @ 12.06 hrs, Volume=0.948 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 100-Year Primary Outflow Imported from Existing Drainage Atwood Rd Drainage~Pond 1P.hce Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Drainage_10-8-13 Printed 10/16/2013Prepared by Microsoft Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 2L: Swale Flows Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth = 4.43" for 100-Year event Inflow=1.22 cfs @ 12.15 hrs, Volume=0.136 af Primary=1.22 cfs @ 12.15 hrs, Volume=0.136 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 100-Year Outflow Imported from Proposed Swale LINK~Reach 24R.hce Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 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=0.185 ac 70.27% Impervious Runoff Depth>4.86"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=1.16 cfs 0.075 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>5.30"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.30 cfs 0.088 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>4.96"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.37 cfs 0.098 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>5.30"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.99 cfs 0.143 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>4.52"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.59 cfs 0.106 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>4.63"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.57 cfs 0.102 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>4.53"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.35 cfs 0.087 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>4.53"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.39 cfs 0.090 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>4.31"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.78 cfs 0.114 af Inflow=13.39 cfs 0.903 afPond 1P: DMH1 Primary=13.39 cfs 0.903 af Peak Elev=134.18' Inflow=1.16 cfs 0.075 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=1.16 cfs 0.075 af Peak Elev=134.09' Inflow=2.45 cfs 0.163 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.45 cfs 0.163 af Peak Elev=114.54' Inflow=1.39 cfs 0.090 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.39 cfs 0.090 af Peak Elev=115.02' Inflow=1.78 cfs 0.114 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.78 cfs 0.114 af Peak Elev=121.55' Inflow=1.35 cfs 0.087 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.35 cfs 0.087 af Peak Elev=121.60' Inflow=1.57 cfs 0.102 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.57 cfs 0.102 af Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=131.48' Inflow=1.99 cfs 0.143 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.99 cfs 0.143 af Peak Elev=131.41' Inflow=1.59 cfs 0.106 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.59 cfs 0.106 af Peak Elev=121.44' Inflow=10.23 cfs 0.699 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=10.23 cfs 0.699 af Peak Elev=128.16' Inflow=7.32 cfs 0.510 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=7.32 cfs 0.510 af Peak Elev=131.30' Inflow=7.32 cfs 0.510 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=7.32 cfs 0.510 af Peak Elev=133.14' Inflow=3.77 cfs 0.261 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=3.77 cfs 0.261 af Peak Elev=133.62' Inflow=3.77 cfs 0.261 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=3.77 cfs 0.261 af Total Runoff Area = 2.277 ac Runoff Volume = 0.903 af Average Runoff Depth = 4.76" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 Runoff=1.16 cfs @ 12.04 hrs, Volume=0.075 af, Depth>4.86" 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=6.40" Area (ac)CNDescription 0.13098Paved parking, HSG B 0.0556950-75% Grass cover, Fair, HSG B 0.18589Weighted Average 0.05529.73% Pervious Area 0.13070.27% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5140.04400.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6270.01000.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.141Total Summary for Subcatchment 16S: Area 16 Runoff=1.30 cfs @ 12.05 hrs, Volume=0.088 af, Depth>5.30" 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=6.40" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.0366950-75% Grass cover, Fair, HSG B 0.19993Weighted Average 0.03618.09% Pervious Area 0.16381.91% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.5100.02200.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2540.00600.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3130.01600.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.077Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 Runoff=1.37 cfs @ 12.08 hrs, Volume=0.098 af, Depth>4.96" 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=6.40" Area (ac)CNDescription 0.17098Paved parking, HSG B 0.0676950-75% Grass cover, Fair, HSG B 0.23790Weighted Average 0.06728.27% Pervious Area 0.17071.73% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 4.9440.02300.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3140.01800.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.258Total Summary for Subcatchment 18S: Area 18 Runoff=1.99 cfs @ 12.07 hrs, Volume=0.143 af, Depth>5.30" 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=6.40" Area (ac)CNDescription 0.27098Paved parking, HSG B 0.0546950-75% Grass cover, Fair, HSG B 0.32493Weighted Average 0.05416.67% Pervious Area 0.27083.33% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.11160.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2160.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.51970.01331.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8329Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 Runoff=1.59 cfs @ 12.06 hrs, Volume=0.106 af, Depth>4.52" 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=6.40" Area (ac)CNDescription 0.16898Paved parking, HSG B 0.1136950-75% Grass cover, Fair, HSG B 0.28186Weighted Average 0.11340.21% Pervious Area 0.16859.79% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21190.00700.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2190.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.91530.01701.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3291Total Summary for Subcatchment 20S: Area 20 Runoff=1.57 cfs @ 12.05 hrs, Volume=0.102 af, Depth>4.63" 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=6.40" Area (ac)CNDescription 0.16398Paved parking, HSG B 0.1016950-75% Grass cover, Fair, HSG B 0.26487Weighted Average 0.10138.26% Pervious Area 0.16361.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.51000.01201.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5630.01202.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.51320.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5295Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 Runoff=1.35 cfs @ 12.05 hrs, Volume=0.087 af, Depth>4.53" 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=6.40" Area (ac)CNDescription 0.13898Paved parking, HSG B 0.0936950-75% Grass cover, Fair, HSG B 0.23186Weighted Average 0.09340.26% Pervious Area 0.13859.74% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 1.81070.00900.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.41470.00701.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4500.01302.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6304Total Summary for Subcatchment 22S: Area 22 Runoff=1.39 cfs @ 12.05 hrs, Volume=0.090 af, Depth>4.53" 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=6.40" Area (ac)CNDescription 0.13998Paved parking, HSG B 0.0996950-75% Grass cover, Fair, HSG B 0.23886Weighted Average 0.09941.60% Pervious Area 0.13958.40% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5470.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91060.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6253Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 Runoff=1.78 cfs @ 12.06 hrs, Volume=0.114 af, Depth>4.31" 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=6.40" Area (ac)CNDescription 0.16098Paved parking, HSG B 0.1586950-75% Grass cover, Fair, HSG B 0.31884Weighted Average 0.15849.69% Pervious Area 0.16050.31% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 2.21000.00500.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6530.00501.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.91050.00901.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7258Total Summary for Pond 1P: DMH1 Inflow Area =2.277 ac,65.92% Impervious, Inflow Depth > 4.76" for 100-Year event Inflow=13.39 cfs @ 12.06 hrs, Volume=0.903 af Primary=13.39 cfs @ 12.06 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 Summary for Pond CB-A: CBA Inflow Area =0.185 ac,70.27% Impervious, Inflow Depth > 4.86" for 100-Year event Inflow=1.16 cfs @ 12.04 hrs, Volume=0.075 af Outflow=1.16 cfs @ 12.04 hrs, Volume=0.075 af, Atten= 0%, Lag= 0.0 min Primary=1.16 cfs @ 12.04 hrs, Volume=0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 134.18' @ 12.30 hrs Flood Elev= 124.74' DeviceRouting InvertOutlet Devices #1Primary121.04'8.0" 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 Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=124.06' TW=124.84' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB-B: CBB Inflow Area =0.384 ac,76.30% Impervious, Inflow Depth > 5.09" for 100-Year event Inflow=2.45 cfs @ 12.04 hrs, Volume=0.163 af Outflow=2.45 cfs @ 12.04 hrs, Volume=0.163 af, Atten= 0%, Lag= 0.0 min Primary=2.45 cfs @ 12.04 hrs, Volume=0.163 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 134.09' @ 12.25 hrs Flood Elev= 124.79' DeviceRouting InvertOutlet Devices #1Primary120.94'8.0" 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=0.85 cfs @ 12.04 hrs HW=125.04' TW=124.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.85 cfs @ 2.42 fps) Summary for Pond CB1: CB1 Inflow Area =0.238 ac,58.40% Impervious, Inflow Depth > 4.53" for 100-Year event Inflow=1.39 cfs @ 12.05 hrs, Volume=0.090 af Outflow=1.39 cfs @ 12.05 hrs, Volume=0.090 af, Atten= 0%, Lag= 0.0 min Primary=1.39 cfs @ 12.05 hrs, Volume=0.090 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.54' @ 12.05 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary113.94'10.0" 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=1.36 cfs @ 12.05 hrs HW=114.53' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.36 cfs @ 3.28 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 9HydroCAD® 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 > 4.31" for 100-Year event Inflow=1.78 cfs @ 12.06 hrs, Volume=0.114 af Outflow=1.78 cfs @ 12.06 hrs, Volume=0.114 af, Atten= 0%, Lag= 0.0 min Primary=1.78 cfs @ 12.06 hrs, Volume=0.114 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 115.02' @ 12.06 hrs Flood Elev= 118.04' DeviceRouting InvertOutlet Devices #1Primary114.29'10.0" 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=1.74 cfs @ 12.06 hrs HW=115.01' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.74 cfs @ 4.68 fps) Summary for Pond CB3: CB3 Inflow Area =0.231 ac,59.74% Impervious, Inflow Depth > 4.53" for 100-Year event Inflow=1.35 cfs @ 12.05 hrs, Volume=0.087 af Outflow=1.35 cfs @ 12.05 hrs, Volume=0.087 af, Atten= 0%, Lag= 0.0 min Primary=1.35 cfs @ 12.05 hrs, Volume=0.087 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.55' @ 12.11 hrs Flood Elev= 119.33' DeviceRouting InvertOutlet Devices #1Primary115.74'10.0" 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=119.03' TW=121.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB4: CB4 Inflow Area =0.264 ac,61.74% Impervious, Inflow Depth > 4.63" for 100-Year event Inflow=1.57 cfs @ 12.05 hrs, Volume=0.102 af Outflow=1.57 cfs @ 12.05 hrs, Volume=0.102 af, Atten= 0%, Lag= 0.0 min Primary=1.57 cfs @ 12.05 hrs, Volume=0.102 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 121.60' @ 12.11 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary116.90'10.0" 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=119.04' TW=121.29' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB6: CB6 Inflow Area =0.324 ac,83.33% Impervious, Inflow Depth > 5.30" for 100-Year event Inflow=1.99 cfs @ 12.07 hrs, Volume=0.143 af Outflow=1.99 cfs @ 12.07 hrs, Volume=0.143 af, Atten= 0%, Lag= 0.0 min Primary=1.99 cfs @ 12.07 hrs, Volume=0.143 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 131.48' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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=123.78' TW=128.24' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB7: CB-7 Inflow Area =0.281 ac,59.79% Impervious, Inflow Depth > 4.52" for 100-Year event Inflow=1.59 cfs @ 12.06 hrs, Volume=0.106 af Outflow=1.59 cfs @ 12.06 hrs, Volume=0.106 af, Atten= 0%, Lag= 0.0 min Primary=1.59 cfs @ 12.06 hrs, Volume=0.106 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 131.41' @ 12.16 hrs Flood Elev= 121.95' DeviceRouting InvertOutlet Devices #1Primary119.18'10.0" 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 Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=123.12' TW=127.78' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond DMH2: DMH2 Inflow Area =1.721 ac,69.84% Impervious, Inflow Depth > 4.87" for 100-Year event Inflow=10.23 cfs @ 12.06 hrs, Volume=0.699 af Outflow=10.23 cfs @ 12.06 hrs, Volume=0.699 af, Atten= 0%, Lag= 0.0 min Primary=10.23 cfs @ 12.06 hrs, Volume=0.699 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.44' @ 12.06 hrs Flood Elev= 119.35' DeviceRouting InvertOutlet Devices #1Primary115.10'15.0" 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=10.03 cfs @ 12.06 hrs HW=121.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 10.03 cfs @ 8.17 fps) Summary for Pond DMH3: DMH3 Inflow Area =1.226 ac,73.49% Impervious, Inflow Depth > 4.99" for 100-Year event Inflow=7.32 cfs @ 12.06 hrs, Volume=0.510 af Outflow=7.32 cfs @ 12.06 hrs, Volume=0.510 af, Atten= 0%, Lag= 0.0 min Primary=7.32 cfs @ 12.06 hrs, Volume=0.510 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 128.16' @ 12.08 hrs Flood Elev= 120.66' DeviceRouting InvertOutlet Devices #1Primary116.28'12.0" 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=6.15 cfs @ 12.06 hrs HW=127.04' TW=121.14' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.15 cfs @ 7.83 fps) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 12HydroCAD® 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 > 4.99" for 100-Year event Inflow=7.32 cfs @ 12.06 hrs, Volume=0.510 af Outflow=7.32 cfs @ 12.06 hrs, Volume=0.510 af, Atten= 0%, Lag= 0.0 min Primary=7.32 cfs @ 12.06 hrs, Volume=0.510 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 131.30' @ 12.11 hrs Flood Elev= 121.82' DeviceRouting InvertOutlet Devices #1Primary116.70'12.0" 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=1.72 cfs @ 12.06 hrs HW=127.35' TW=127.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.72 cfs @ 2.19 fps) Summary for Pond DMH5: DMH5 Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 5.04" for 100-Year event Inflow=3.77 cfs @ 12.05 hrs, Volume=0.261 af Outflow=3.77 cfs @ 12.05 hrs, Volume=0.261 af, Atten= 0%, Lag= 0.0 min Primary=3.77 cfs @ 12.05 hrs, Volume=0.261 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 133.14' @ 12.15 hrs Flood Elev= 124.52' DeviceRouting InvertOutlet Devices #1Primary119.37'10.0" 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=1.54 cfs @ 12.05 hrs HW=127.80' TW=126.75' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.54 cfs @ 2.83 fps) Summary for Pond STC-450i: STC 450i Inflow Area =0.621 ac,74.56% Impervious, Inflow Depth > 5.04" for 100-Year event Inflow=3.77 cfs @ 12.05 hrs, Volume=0.261 af Outflow=3.77 cfs @ 12.05 hrs, Volume=0.261 af, Atten= 0%, Lag= 0.0 min Primary=3.77 cfs @ 12.05 hrs, Volume=0.261 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Existing Drainage Atwood Rd Drainage Printed 10/16/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 133.62' @ 12.20 hrs Flood Elev= 124.75' DeviceRouting InvertOutlet Devices #1Primary120.05'10.0" 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=125.27' TW=127.80' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 1HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.199 ac 64.32% Impervious Runoff Depth>4.42"Subcatchment A-26: Area 26 Flow Length=82' Tc=1.1 min CN=85 Runoff=1.18 cfs 0.073 af Runoff Area=0.170 ac 67.65% Impervious Runoff Depth>4.53"Subcatchment A-26a: Area 26A Flow Length=82' Tc=1.1 min CN=86 Runoff=1.03 cfs 0.064 af Avg. Flow Depth=0.06' Max Vel=2.83 fps Inflow=1.03 cfs 0.064 afReach 17R: Area 36A Swale n=0.013 L=11.0' S=0.0273 '/' Capacity=77.72 cfs Outflow=1.02 cfs 0.064 af Avg. Flow Depth=0.08' Max Vel=2.45 fps Inflow=1.18 cfs 0.073 afReach 20R: Area 26 Swale n=0.013 L=7.0' S=0.0143 '/' Capacity=56.25 cfs Outflow=1.18 cfs 0.073 af Avg. Flow Depth=0.28' Max Vel=0.53 fps Inflow=1.18 cfs 0.073 afReach 21R: Bordering Veg Swale n=0.100 L=250.0' S=0.0120 '/' Capacity=632.44 cfs Outflow=0.85 cfs 0.073 af Avg. Flow Depth=0.34' Max Vel=0.59 fps Inflow=1.34 cfs 0.137 afReach 22R: Bodering Veg Swale n=0.100 L=130.0' S=0.0115 '/' Capacity=620.16 cfs Outflow=1.22 cfs 0.136 af Inflow=1.22 cfs 0.136 afReach 24R: (new Reach) Outflow=1.22 cfs 0.136 af Total Runoff Area = 0.369 ac Runoff Volume = 0.137 af Average Runoff Depth = 4.47" 34.15% Pervious = 0.126 ac 65.85% Impervious = 0.243 ac Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment A-26: Area 26 Runoff=1.18 cfs @ 12.02 hrs, Volume=0.073 af, Depth>4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.12898Paved parking, HSG B 0.07161>75% Grass cover, Good, HSG B 0.19985Weighted Average 0.07135.68% Pervious Area 0.12864.32% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Summary for Subcatchment A-26a: Area 26A Runoff=1.03 cfs @ 12.02 hrs, Volume=0.064 af, Depth>4.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (ac)CNDescription 0.11598Paved parking, HSG B 0.05561>75% Grass cover, Good, HSG B 0.17086Weighted Average 0.05532.35% Pervious Area 0.11567.65% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 0.8610.02501.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.00" 0.3210.00501.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.182Total Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 36A Swale Inflow Area =0.170 ac,67.65% Impervious, Inflow Depth > 4.53" for 100-Year event Inflow=1.03 cfs @ 12.02 hrs, Volume=0.064 af Outflow=1.02 cfs @ 12.02 hrs, Volume=0.064 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.83 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.87 fps, Avg. Travel Time= 0.2 min Peak Storage= 4 cf @ 12.02 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 77.72 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 11.0' Slope= 0.0273 '/' Inlet Invert= 120.30', Outlet Invert= 120.00' ‡ Summary for Reach 20R: Area 26 Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 4.42" for 100-Year event Inflow=1.18 cfs @ 12.02 hrs, Volume=0.073 af Outflow=1.18 cfs @ 12.02 hrs, Volume=0.073 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.45 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.70 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.02 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 56.25 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 7.0' Slope= 0.0143 '/' Inlet Invert= 121.60', Outlet Invert= 121.50' ‡ Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 21R: Bordering Veg Swale Inflow Area =0.199 ac,64.32% Impervious, Inflow Depth > 4.42" for 100-Year event Inflow=1.18 cfs @ 12.02 hrs, Volume=0.073 af Outflow=0.85 cfs @ 12.22 hrs, Volume=0.073 af, Atten= 28%, Lag= 11.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.53 fps, Min. Travel Time= 7.8 min Avg. Velocity = 0.22 fps, Avg. Travel Time= 18.6 min Peak Storage= 404 cf @ 12.08 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 6.00', Capacity at Bank-Full= 632.44 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 116.00', Outlet Invert= 113.00' Summary for Reach 22R: Bodering Veg Swale Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 4.45" for 100-Year event Inflow=1.34 cfs @ 12.03 hrs, Volume=0.137 af Outflow=1.22 cfs @ 12.15 hrs, Volume=0.136 af, Atten= 9%, Lag= 7.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.59 fps, Min. Travel Time= 3.7 min Avg. Velocity = 0.25 fps, Avg. Travel Time= 8.6 min Peak Storage= 276 cf @ 12.07 hrs Average Depth at Peak Storage= 0.34' Bank-Full Depth= 6.00', Capacity at Bank-Full= 620.16 cfs 40.00' x 6.00' deep Parabolic Channel, n= 0.100 Earth, dense brush, high stage Length= 130.0' Slope= 0.0115 '/' Inlet Invert= 113.50', Outlet Invert= 112.00' Proposed Conditions Type III 24-hr 100-Year Rainfall=6.40"Proposed Swale LINK Printed 10/16/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area =0.369 ac,65.85% Impervious, Inflow Depth > 4.43" for 100-Year event Inflow=1.22 cfs @ 12.15 hrs, Volume=0.136 af Outflow=1.22 cfs @ 12.15 hrs, Volume=0.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Attachment D: Operation and Maintenance Plan STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN ATWOOD PARTNERS HOSPITALITY NORTH NORTHAMPTON, MASSACHUSETTS September 2013 Revised October 2013 Prepared for: Atwood Partners, LLC 2 Table of Contents 1.0 Introduction 3 2.0 General BMPs 4 3.0 Ownership and Responsibilities 6 4.0 Operation and Maintenance Log Form 7 3 1.0 Introduction The following Operations and Maintenance Plan has been prepared for the stormwater management system at the proposed Hospitality North Development project site located in Northampton, MA on Atwood Drive. The purpose of the plan is to provide guidance and procedures for proper stormwater management during construction and post construction maintenance. During construction the contractor will be responsible for system maintenance and after construction it will be the responsibility of the owner (Atwood Partners, LLC). The proposed stormwater management system includes many different components including structures, vegetated areas and piping. The proposed stormwater management system includes grassed channels, deep sump hooded catch basins, drainage manholes, lined bioretention areas, structural water quality units, an infiltration basin with outlet control structure, and approximately 4,450 feet of pipe. The quality of the stormwater collected from impervious areas on-site will be improved by the grassed channels, deep sump catch basins, water quality units and/or bioretention areas prior to the infiltration basin and discharge into the western portion of the site. 4 2.0 General BMPs The following items described are the general Best Management Practices (BMPs) to be implemented for the proposed Hospitality North Development. Good Housekeeping The goal of the good housekeeping policy is to keep the site in a clean orderly condition. A disorderly site can lead to improper materials management, and can reduce the efficiency of any response to potential pollution problems. The following good housekeeping measures will be followed at the site to aid in pollution prevention:  Promptly clean and remove any spills or contamination from construction vehicles.  Perform preventative maintenance on all equipment and on the structural components of the stormwater system. Preventative Maintenance Preventative maintenance is an important factor in minimizing the release of pollution from the site. Preventative maintenance for this project will consist of two components:  Stormwater Management Devices  Equipment Maintenance A. Stormwater Management Devices The proposed stormwater management system includes, and approximately 4,450 feet of pipe. The following procedures will be followed to insure the system functions as intended to prevent pollutant releases. All stormwater control devices will be inspected routinely and will be cleaned as necessary to remove sediments. Visual inspections will be performed to identify problems. The inspection program during the construction and operation phase of the project will include the following: Quarterly Inspections  Inspect the integrity of the grassed channels, deep sump hooded catch basins, drainage manholes, lined bioretention areas, infiltration basin and outlet control structure, repair as required.  Inspect structural water quality devices in accordance with manufacturers recommended schedule  Repair and re-plant slopes that have experienced erosion. After significant rainfall  Perform inspections in conformity with quarterly requirements. After significant flood events 5  Perform inspections in conformity with quarterly requirements following a 10- year flood event or greater. Upon completion of construction activities, inspections of the stormwater control system may be scaled back to a lesser frequency, such as semi-annual inspections. However, the system will continue to be inspected after every significant rainfall event. Sediments and obstructions will be removed as necessary. B. Equipment Maintenance It is important that all of the equipment used for construction of this project undergo routine maintenance and service so that fluid leaks are managed. Any equipment exhibiting fluid leaks will be repaired or removed from the site and repaired prior to returning to service. Sediment and Erosion Control Straw wattles and siltation fencing will be used during construction on the south side of the proposed work area and silt sacks will be used in the adjacent catch basins located in paved areas. This will minimize sediment collection in the stormwater management system and protect all wetland areas adjacent to the project. The straw wattles and siltation fence location is shown on the Construction and Demolition plan included in the Site Plan Approval plan set. Once construction is complete and vegetation is established, the straw wattles, silt fence and silt sacks will be removed. Management of Run-off Most of the stormwater collected from the impervious areas of the proposed conditions site will sheet flow into grassed channels directing the stormwater to deep sump hooded catch basins, structural water quality units and the infiltration basin. Some stormwater is designed to flow directly into the lined bioretention areas. The majority of stormwater will flow to the infiltration basin, through the outlet control structure and to an existing outfall in the southwest corner of the Site. Bioretention Area 2, located in the northwest corner of the Site, will discharge directly to the west and the wetland area. Stormwater on the vegetated area on the west side of the Site will flow directly off site in the same way as under the existing conditions. Northampton and Massachusetts DEP Stormwater flow rate and quality regulations have been met by the design of this system. 6 3.0 Ownership and Responsibilities Atwood Partners owns the facility and will be responsible for compliance with all environmental permits. During construction of the proposed stormwater improvements, the Contractor shall have responsibility for day-to-day operation and maintenance of all stormwater control systems, as well as compliance with the EPA NPDES Construction General Permit and adherence to the SWPPP for the project. At the time that construction is complete, Atwood Partners will take over all maintenance requirements for the stormwater control systems. 7 Operation and Maintenance Log Form Date: Person conducting Inspection: Reason for Inspection (Routine / Significant Rainfall): Stormwater Management System Components: Grassed Channels Component inspected during this inspection Any Repair Necessary Other Comments Deep Sump Hooded Catchbasins Component inspected during this inspection Any Repair Necessary Other Comments Drainage Manholes Component inspected during this inspection Any Repair Necessary Other Comments Bioretention Areas Component inspected during this inspection Any Repair Necessary Other Comments Infiltration Basin Component inspected during this inspection Any Repair Necessary Other Comments Infiltration Basin Outlet Control Structure Component inspected during this inspection Any Repair Necessary Other Comments Structural Water Quality Units Component inspected during this inspection Any Repair Necessary Other Comments