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HomeMy WebLinkAbout20161212 - StormwaterDesignReport_PrelimStormwater Design Report Blackmore Bend Development (East Main Street & Highland Boulevard) Bozeman, MT Prepared by KLJ Engineering For East Main Investments, LLC November 2016 PRELIMINARY Blackmore Bend Development i Introduction ............................................................................................................. 1 Summary ............................................................................................................... 1 Description of Property ............................................................................................. 1 Existing Topography ................................................................................................. 1 Proposed Improvements ............................................................................................ 2 Stormwater Design Criteria ........................................................................................... 2 Regulations ............................................................................................................ 3 Analysis Methods ..................................................................................................... 3 Hydrologic Criteria .................................................................................................. 3 Pre-developed Conditions ....................................................................................... 4 Post-developed Conditions ...................................................................................... 4 Hydraulic Criteria .................................................................................................... 5 Stormwater Management Plan ....................................................................................... 5 Hydrologic Analysis .................................................................................................. 6 Pre-developed Conditions ....................................................................................... 6 Post-developed Conditions ...................................................................................... 6 Hydraulic Analysis ................................................................................................... 6 Detention ........................................................................................................... 6 Inlets ................................................................................................................ 7 Conclusions .............................................................................................................. 7 Blackmore Bend Development ii List of Tables Table 1: Rainfall Depths .................................................................................................. 3 Table 2: Curve Numbers .................................................................................................. 4 Table 3: Weighted Curve Number for Pre-developed Conditions ................................................. 4 Table 4: Historic Time of Concentration .............................................................................. 4 Table 5: Weighted Curve Number for Post-developed Conditions ................................................ 5 Table 6: Post-developed Time-of-Concentration .................................................................... 5 Table 7: Pre-developed Discharges .................................................................................... 6 Table 8: Post-developed Discharges ................................................................................... 6 Table 9: Detention Pond ................................................................................................. 7 List of Exhibits Exhibit 1 – Pre-developed Drainage Map Exhibit 2 – Post-developed Drainage Map Exhibit 3 – Inlet Sizing and Schematic Exhibit 4 – Pre-developed Drainage Report Exhibit 5 – Post-developed Drainage Report Blackmore Bend Development Page 1 of 7 Introduction This design report will include a description of the existing property and topography, the proposed development and an analysis of post and pre-developed conditions. This analysis will include discussions on Stormwater Design Criteria and a Stormwater Management Plan for the proposed site. Summary Blackmore Bend Development (previously East Main Street Development) will improve a vacant mixed use commercial lot located along the south side of East Main Street between Highland Boulevard and Haggarty Lane in Bozeman, MT. East Main Street is an MDT Route (US 191/ SR 86) and the project is located between its corresponding mileposts 90/91. Description of Property The site previously consisted of the Continental Motor Inn, KO’s Club and Rainbow Auto (all recently demolished). The study area of this report will also include the existing J&H building as it will remain and be improved as part of the development. The existing site drains to gutters located along Highland Boulevard, East Main Street and Haggarty Lane. From there it is directed to three separate inlets. Some of the flow bypasses the inlets, particularly near East Main Street and Haggerty Lane, where Haggerty Lane transitions from a crowned section to a super- elevated section at the intersection. This transition conveys concentrated gutter flow from the western gutter, across the intersection, to the east side of Haggerty Lane. From there, bypass flows end up in the Montana Department of Transportation (MDT) borrow area near the intersection of Haggerty Lane and East Main Street. The site is approximately 4.33 acres (188,500 ft2) consisting of four parcels. The basins for stormwater include runoff from the developments four parcels. The predeveloped conditions have been modeled based historic uses. Existing Topography Pre-development drainage patterns are depicted in Exhibit 1: Pre-developed Drainage Map attached at the end of this report. Historically, the site included three major basins with three points of discharge. These basins are described below: •Basin E-1 is 0.51 acres consisting of greenspace between the Continental Motor Inn and the curb along Highland Boulevard as well as a portion of the motel’s pitched roof. The resulting runoff from the basin sheet flows over the curb along Highland Boulevard and is directed north through the gutter to the existing City inlet located halfway between East Main and Curtiss Streets. •Basin E-2 is 1.44 acres consisting primarily of the KO’s Club site and the north half of the Continental Motor Inn site. Generally, the basin sheet flows from west to east, directed north to East Main Street along the eastern edge of the east drive. Once in the gutter located along East Main Street, it is directed to an inlet at East Main Street and Haggerty Lane. The existing inlet at East Main Street and Haggerty Lane is an on-grade inlet. Based on existing conditions it is clear that flows bypass the inlet and continue across Haggerty Lane to another inlet and spillway. This inlet and spillway empty directly into the MDT borrow area between Haggerty Lane and I-90. For Blackmore Bend Development Page 2 of 7 the purposes of this analysis, it is assumed that all flow from Basin E-2 is captured in the inlet prior to crossing Haggerty. •Basin E-3 is 3.86 aces consisting of the Rainbow Auto and J&H sites as well as the southern half of the Continental Motor Inn site. Typically, the basin flows from southwest to northeast and into the gutter located along Haggerty Lane. From there it sheet flows across Haggerty Lane to the inlet and spillway which empties into the MDT borrow area. Because the inlet and spillway ultimately discharge to the same drainage stream on the north side of East Main Street, they are treated as a single discharge point for this analysis. Proposed Improvements The post-development drainage patterns are depicted in Exhibit 2: Post-developed Drainage Map as seen at the end of this report. The proposed development will maintain the existing drainage patterns with a majority of the on-site area routed through an underground detention facility. The post-developed drainage basins are described as follows: •Basin E-1 is located along Highland Boulevard and consists of 0.37 acres of greenspace, sidewalks and driveway approaches. The basin sheet flows over the curb along Highland Boulevard and is directed to an existing inlet halfway between East Main and Curtiss Streets. This basin is both smaller and less impervious than the pre-developed Basin E-1. •Basin E-2 is located along East Main Street and consists of 0.49 acres of greenspace, sidewalks and driveway approaches. The basin sheet flows over the curb along East Main Street and is directed to an inlet located near the intersection of East Main Street and Haggerty Lane. As previously discussed, the model assumes all flows are intercepted by this inlet even though flows historically bypassed it. However, because this new basin is significantly smaller and less impervious than the original, there will be less flow from the site bypassing the inlet. •Basin E-3 is located along Haggerty Lane and consists of 0.54 acres of greenspace, sidewalks and drive approaches. Basin E-3 also includes a portion of the J&H site which historically drained to Haggerty Lane. The majority of the basin sheet flows over the curb along Haggerty Lane, following historical patterns to the north. However, an on-grade inlet will be added in an effort to intercept some of the gutter flow before crossing Haggerty Lane. As with Basins E-1 and E-2, this will also be smaller and less impervious when compared to the existing basin. •Basin P-1 consists of 4.31 acres of on-site improvements. All of Basin P-1 is routed through on- site treatment and detention systems, discharging under Haggerty Lane directly into the MDT borrow area. This design reroutes water that historically crossed the intersection of East Main Street and Haggerty Lane. Stormwater Design Criteria Stormwater design criteria consists of regulations issued by MDT and the City of Bozeman. Both pre- developed and post-developed conditions were analyzed using these standards as well as the Soil Conservation Service (SCS) Method and a Weighted Hydrologic Curve Number (WCN). Blackmore Bend Development Page 3 of 7 Regulations According to the Drainage/Hydraulic Checklist included in MDT’s Guide to the System Impact Process, new developments are required to: •Analyze the historic and proposed peak flows for 2-year and 100-year events. •Limit the 2-year discharge to the historic 2-year peak flow rate. •Analyze the 100-year event to determine the impact on roadways for overtopping and flooding. In addition to MDT standards, the project was designed in accordance with City of Bozeman’s standards. Pertinent City of Bozeman standards include: •Detention for commercial/industrial developments shall be sized using a 10-year rainfall frequency. Post-developed discharge rates should be equivalent to pre-developed rates. •Retention systems shall be sized using a 10-year, 24-hour storm event. •Storage and treatment facilities shall be designed to remove solids, silt, oils, grease and other pollutants. As a best practice, on-site stormwater treatment will be provided to remove trash, debris, oils and sediment improving the water quality event runoff prior to discharge. For the purpose of this analysis, the water quality event is assumed to be 0.5 inches of precipitation in a 24-hour period. Analysis Methods This Hydrological Method Analysis is based on the SCS Unit Hydrograph Method utilizing HydroCad software. The 24-hour rainfall distributions were modelled using the distributions specified in the City of Bozeman’s Design Standards. HydroCad utilizes Urban Hydrology for Small Watersheds TR-55 procedures for time-of-concentration and these procedures are widely used in conjunction with SCS methodology. HydroCad integrates sub-basin hydrology with the calculation of closed conduits and open channels to route stormwater flow within a continuous, dynamic model. The hydraulic analysis of roadside ditches, culvert crossings and detention ponds are modeled within HydroCad as described above. The historic 2-year, 10-year, and 100-year storm events were analyzed as part of this report. Detention ponds and outlet structures have been designed to limit discharge to less than or equal to the pre- development flows in all storm events. Hydrologic Criteria Hydrologic modeling was completed using the water quality 2-year, 10-year and 100-year frequency rainfall events as specified in the City of Bozeman’s Design Standards. Table 1: Rainfall Depths, depicts the depth anticipated with each event. Table 1: Rainfall Depths Rainfall Duration Water Quality Event (in) 2-year Storm (in) 10-Year Storm (in) 100-Year Storm (in) 24-hour 0.50” 1.28” 1.95” 2.88” Blackmore Bend Development Page 4 of 7 The WCN for each analyzed drainage area is based on criteria from the USDA’s Runoff Curve numbers included in Exhibit 3 – Inlet Sizing and Schematic. A geotechnical investigation completed for this project found nearly impermeable soils underlying the topsoil across the site. Therefore, it is assumed the entire site is a Hydrologic Soil Group (HSG) “D”. Table 2: Curve Numbers, depicts the resulting curve numbers for the specified soil group. Table 2: Curve Numbers Land Cover HSG D 50-75% Grass cover, Fair 84 Paved parking & roofs 98 PRE-DEVELOPED CONDITIONS As previously discussed, the pre-developed condition was modelled using historic conditions at the site. The WCNs for the historic basins are summarized in Table 3: Weighted Curve Numbers for Pre-developed Conditions. Table 3: Weighted Curve Number for Pre-developed Conditions Basin Area of Greenspace (CN 84) (acres) Area of Hardscape (CN 98) (acres) Total Area (acres) Weighted CN E-1 0.38 0.13 0.51 88 E-2 0.26 1.18 1.44 95 E-3 1.53 2.33 3.86 92 As previously discussed, the historic times-of-concentration were calculated using the Urban Hydrology for Small Watersheds TR-55 method in HydroCad. Historic times-of-concentration are summarized in Table 4: Historic Time of Concentration. Table 4: Historic Time of Concentration Basin Sheet Flow Length (ft – Land Cover) Shallow Concentrated Flow Length (ft – Land Cover) Pipe Flow Length (ft - Material) Channel Flow Length (ft – Land Cover) Time-of- Concentration (minutes) E-1 55 – Grass - - 252 - Concrete 15.1 E-2 100 - Hardscape 324 - Hardscape - 179 - Concrete 5.01 E-3 69 - Grass 317 – Hardscape 107 – Grass 229 - Hardscape - - 16.7 1Minimum for analysis POST-DEVELOPED CONDITIONS The WCNs for the development site are based on project design and summarized in Table 5: Weighted Curve Number for Post-developed Conditions. Blackmore Bend Development Page 5 of 7 Table 5: Weighted Curve Number for Post-developed Conditions Basin Greenspace Area (CN 84) (acres) Hardscape Area (CN 98) (acres) Total Area (acres) Weighted CN E-1 0.29 0.08 0.37 87 E-2 0.30 0.18 0.48 89 E-3 0.33 0.21 0.54 89 P-1 0.37 3.94 4.31 97 The post-developed times-of-concentration can be found summarized in Table 6: Post-developed Time- of-Concentration. Table 6: Post-developed Time-of-Concentration Basin Sheet Flow Length (ft – Land Cover) Shallow Concentrated Flow Length (ft – Land Cover) Pipe Flow Length (ft - Material) Channel Flow Length (ft – Land Cover) Time-of- Concentration (minutes) E-1 44 – Grass - - 372 - Concrete 8.4 E-2 45 - Grass - - 528 - Concrete 14.1 E-3 26 - Grass 34 – PVC Smooth 125 – Grass 57 – Grass 162 - Concrete 4.01 P-1 - - - - 10.02 1Minimum for analysis 2Assumed based on conservative estimation of internal routing Hydraulic Criteria With the downstream drainage facilities part of the MDT drainage system for East Main Street and I-90, the site was designed to meet the standards set forth in MDT’s Guide to the System Impact Process (as stated above). In addition to the system impact criteria, the proposed development includes a treatment unit for the water quality event. The treatment unit specified is an Aquashield Aquaswirl Hydrodynamic Separator or approved equal. The unit is to be installed in an offset configuration to allow large storms to bypass treatment. The unit is designed to remove sediment, debris, and oil and has been sized for the water quality event based on the manufacture’s recommendations. Stormwater Management Plan The Stormwater Management Plan consists of a hydrologic analysis of both pre- and post-developed conditions as well as a hydraulic analysis of on-site detention and inlets. Blackmore Bend Development Page 6 of 7 Hydrologic Analysis The hydrologic analysis for the project site included an evaluation of peak flow rates anticipated for 2- year, 10-year and 100-year storm events for both the pre- and post-developed conditions. The results of the evaluation can be seen in the following section. PRE-DEVELOPED CONDITIONS As previously discussed, there are three historic points of discharge for the site. The points of discharge can be seen depicted in Exhibit 1 as well as summarized in Table 7: Pre-developed Discharges. Table 7: Pre-developed Discharges Point of Discharge Number Description Peak Flow Rate (cfs) 2-year Storm 10-year Storm 100-year Storm 1 Inlet on Highland 0.27 0.61 1.13 2 Inlet @ East Main & Haggerty 2.06 3.54 5.57 3 Across Haggerty 2.91 5.59 9.44 The HydroCad generated report for pre-developed conditions can be found in Exhibit 4 – Pre-developed Drainage Report. POST-DEVELOPED CONDITIONS Discharge Points 1 and 2 are identical in both the pre- and post-developed conditions. These points are summarized in Table 8: Post-developed Discharges. Table 8: Post-developed Discharges Point of Discharge Number Description Peak Flow Rate (cfs) 2-year Storm 10-year Storm 100-year Storm 1 Inlet on Highland 0.22 0.51 0.96 2 Inlet near intersection of East Main Street & Haggerty Lane 0.30 0.63 1.15 As shown, Discharge Points 1 and 2 are less than the pre-developed rates in all storm events. The remaining discharge point, Discharge Point 3, is routed through the on-site detention system and is analyzed in the following section. Hydraulic Analysis The hydraulic analysis for the project site included an evaluation of the proposed detention system as well as the proposed inlets. The results of the evaluation can be seen in the following section. DETENTION On-site runoff is routed through a detention system which consists of three rows of 60” ADS pipes connected by a manifold. The discharge from the detention system is controlled by a series of orifices and weirs located in the discharge control structure. The controls are as follows: •6” pipe to Aquaswirl structure at invert 4804.00 Blackmore Bend Development Page 7 of 7 • 9” (wide) x 4” (tall) square orifice in the vertical plane at invert 4805.04 • 1’ wide weir from invert 4807.17 to 4808.17, weir widens from 1’ to 5’ at 4809.17 • Surcharge out inlet grate at invert 4813.00 The discharge from the detention pond is combined with the direct runoff from Basin E-3 to form Discharge Point 3. The detention system is summarized in the post-developed condition HydroCad generated report found in Exhibit 5 – Post-developed Drainage Report as well as the following table, Table 9: Detention Pond. Table 9: Detention Pond Description Elevation Storage (acre-ft) Discharge Point 3 (cfs) Bottom of Detention/Invert 60” Pipes 4804.00 0.000 0.00 Water Quality Storm 4805.04 0.016 0.84 2-Year Storm 4806.55 0.078 2.90 10-Year Storm 4807.82 0.135 5.58 100-Year Storm 4808.82 0.170 13.36 Top of Detention/Top of 60” Pipes 4809.00 0.178 - As shown, the discharge from the site is controlled to hold the combined discharge at Point 3 at or below the pre-developed rates of the 2-year and 10-year storms. Because all points ultimately combine, the increase in flow caused by a 100-year storm (3.92 cfs) is offset by the reduction in flow at Discharge Point 2 (4.42 cfs). This results in a net decrease of flow into the MDT system. The net effect is an improvement to the drainage situation as runoff reaches the same point while less concentrated flow is directed across the intersection East Main Street and Haggerty Lane. The remaining factor for analyzation is whether the on-site inlets are adequate to convey post-developed runoff without inundating parking lots or structures. INLETS There are 17 proposed inlets on-site. Each inlet and its corresponding location are summarized in Exhibit 3. To simplify the analysis, the capacity of each inlet was converted to a maximum catchment area based on a CN of 98, a time-of-concentration of five minutes and six inches of ponding over the grate. The maximum catchment area was then compared to the actual catchment area to verify proposed areas are less than the maximum. This ensured the maximum on-site ponding at any given inlet would be less than or equal to six inches. Based on the inlet drainage data shown in Exhibit 3, all on-site inlets will have adequate capacity. Conclusions The Blackmore Bend development has been designed in accordance with all MDT and City of Bozeman standards. The resulting post-development discharge rates are less than or equal to pre-developed discharge rates, and the water quality event is treated for sediments, debris and oils prior to discharge. EXHIBIT 1 – PRE-DEVELOPED DRAINAGE MAP PRELIMINARY EXHIBIT 2 – POST-DEVELOPED DRAINAGE MAP PRELIMINARY EXHIBIT 3 – INLET SIZING AND SCHEMATIC PRELIMINARY EXHIBIT 4 – PRE-DEVELOPED DRAINAGE REPORT E-1 HIGHLAND FRONTAGE E-2 EAST MAIN STREET FRONTAGE E-3 SITE & HAGGARTY FRONTAGE 3 DISCHARGE POINT EX1 EXISTING HIGHLAND INLET EX2 EXISTING EAST MAIN INLET Routing Diagram for PRE Dev - Matt C 10-21-16Prepared by {enter your company name here}, Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRELIMINARY Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 2HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.27 cfs @ 12.08 hrs, Volume= 0.017 af, Depth> 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 0.383 84 50-75% Grass cover, Fair, HSG D 0.133 98 Paved parking, HSG D 0.516 88 Weighted Average 0.383 74.22% Pervious Area 0.133 25.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 55 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.7 252 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 15.1 307 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=0.516 ac Runoff Volume=0.017 af Runoff Depth>0.39" Flow Length=307' Tc=15.1 min CN=88 0.27 cfs Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 3HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff = 2.06 cfs @ 11.95 hrs, Volume= 0.091 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 0.262 84 50-75% Grass cover, Fair, HSG D 1.181 98 Paved parking, HSG D 1.443 95 Weighted Average 0.262 18.16% Pervious Area 1.181 81.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=1.443 ac Runoff Volume=0.091 af Runoff Depth>0.76" Tc=5.0 min CN=95 2.06 cfs Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 4HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff = 2.91 cfs @ 12.09 hrs, Volume= 0.182 af, Depth> 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 1.532 84 50-75% Grass cover, Fair, HSG D 2.324 98 Paved parking, HSG D 3.856 92 Weighted Average 1.532 39.73% Pervious Area 2.324 60.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 69 0.0600 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 3.7 317 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 107 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.2 229 0.0240 3.14 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.7 722 Total Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=3.856 ac Runoff Volume=0.182 af Runoff Depth>0.57" Flow Length=722' Tc=16.7 min CN=92 2.91 cfs Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 5HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: DISCHARGE POINT Inflow Area = 3.856 ac, 60.27% Impervious, Inflow Depth > 0.57" for 2-Year event Inflow = 2.91 cfs @ 12.09 hrs, Volume= 0.182 af Outflow = 2.91 cfs @ 12.09 hrs, Volume= 0.182 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: DISCHARGE POINT Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=3.856 ac 2.91 cfs2.91 cfs Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 6HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.516 ac, 25.78% Impervious, Inflow Depth > 0.39" for 2-Year event Inflow = 0.27 cfs @ 12.08 hrs, Volume= 0.017 af Primary = 0.27 cfs @ 12.08 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.516 ac 0.27 cfs0.27 cfs Type II 24-hr 2-Year Rainfall=1.28"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 7HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 1.443 ac, 81.84% Impervious, Inflow Depth > 0.76" for 2-Year event Inflow = 2.06 cfs @ 11.95 hrs, Volume= 0.091 af Primary = 2.06 cfs @ 11.95 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.443 ac 2.06 cfs2.06 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 8HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.61 cfs @ 12.08 hrs, Volume= 0.036 af, Depth> 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 0.383 84 50-75% Grass cover, Fair, HSG D 0.133 98 Paved parking, HSG D 0.516 88 Weighted Average 0.383 74.22% Pervious Area 0.133 25.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 55 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.7 252 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 15.1 307 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=0.516 ac Runoff Volume=0.036 af Runoff Depth>0.85" Flow Length=307' Tc=15.1 min CN=88 0.61 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 9HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff = 3.54 cfs @ 11.95 hrs, Volume= 0.162 af, Depth> 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 0.262 84 50-75% Grass cover, Fair, HSG D 1.181 98 Paved parking, HSG D 1.443 95 Weighted Average 0.262 18.16% Pervious Area 1.181 81.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=1.443 ac Runoff Volume=0.162 af Runoff Depth>1.34" Tc=5.0 min CN=95 3.54 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 10HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff = 5.59 cfs @ 12.09 hrs, Volume= 0.355 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 1.532 84 50-75% Grass cover, Fair, HSG D 2.324 98 Paved parking, HSG D 3.856 92 Weighted Average 1.532 39.73% Pervious Area 2.324 60.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 69 0.0600 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 3.7 317 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 107 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.2 229 0.0240 3.14 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.7 722 Total Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=3.856 ac Runoff Volume=0.355 af Runoff Depth>1.10" Flow Length=722' Tc=16.7 min CN=92 5.59 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 11HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: DISCHARGE POINT Inflow Area = 3.856 ac, 60.27% Impervious, Inflow Depth > 1.10" for 10-Year event Inflow = 5.59 cfs @ 12.09 hrs, Volume= 0.355 af Outflow = 5.59 cfs @ 12.09 hrs, Volume= 0.355 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: DISCHARGE POINT Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.856 ac 5.59 cfs5.59 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 12HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.516 ac, 25.78% Impervious, Inflow Depth > 0.85" for 10-Year event Inflow = 0.61 cfs @ 12.08 hrs, Volume= 0.036 af Primary = 0.61 cfs @ 12.08 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.516 ac 0.61 cfs0.61 cfs Type II 24-hr 10-Year Rainfall=1.95"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 13HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 1.443 ac, 81.84% Impervious, Inflow Depth > 1.34" for 10-Year event Inflow = 3.54 cfs @ 11.95 hrs, Volume= 0.162 af Primary = 3.54 cfs @ 11.95 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.443 ac 3.54 cfs3.54 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 14HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 1.13 cfs @ 12.07 hrs, Volume= 0.068 af, Depth> 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 0.383 84 50-75% Grass cover, Fair, HSG D 0.133 98 Paved parking, HSG D 0.516 88 Weighted Average 0.383 74.22% Pervious Area 0.133 25.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 55 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.7 252 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 15.1 307 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=0.516 ac Runoff Volume=0.068 af Runoff Depth>1.58" Flow Length=307' Tc=15.1 min CN=88 1.13 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 15HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff = 5.57 cfs @ 11.95 hrs, Volume= 0.263 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 0.262 84 50-75% Grass cover, Fair, HSG D 1.181 98 Paved parking, HSG D 1.443 95 Weighted Average 0.262 18.16% Pervious Area 1.181 81.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-2: EAST MAIN STREET FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=1.443 ac Runoff Volume=0.263 af Runoff Depth>2.19" Tc=5.0 min CN=95 5.57 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 16HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff = 9.44 cfs @ 12.09 hrs, Volume= 0.614 af, Depth> 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 1.532 84 50-75% Grass cover, Fair, HSG D 2.324 98 Paved parking, HSG D 3.856 92 Weighted Average 1.532 39.73% Pervious Area 2.324 60.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 69 0.0600 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 3.7 317 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 107 0.0400 3.00 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.2 229 0.0240 3.14 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.7 722 Total Subcatchment E-3: SITE & HAGGARTY FRONTAGE Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=3.856 ac Runoff Volume=0.614 af Runoff Depth>1.91" Flow Length=722' Tc=16.7 min CN=92 9.44 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 17HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: DISCHARGE POINT Inflow Area = 3.856 ac, 60.27% Impervious, Inflow Depth > 1.91" for 100-Year event Inflow = 9.44 cfs @ 12.09 hrs, Volume= 0.614 af Outflow = 9.44 cfs @ 12.09 hrs, Volume= 0.614 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: DISCHARGE POINT Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.856 ac 9.44 cfs9.44 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 18HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.516 ac, 25.78% Impervious, Inflow Depth > 1.58" for 100-Year event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.068 af Primary = 1.13 cfs @ 12.07 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=0.516 ac 1.13 cfs1.13 cfs Type II 24-hr 100-Year Rainfall=2.88"PRE Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 19HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 1.443 ac, 81.84% Impervious, Inflow Depth > 2.19" for 100-Year event Inflow = 5.57 cfs @ 11.95 hrs, Volume= 0.263 af Primary = 5.57 cfs @ 11.95 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.443 ac 5.57 cfs5.57 cfs EXHIBIT 5 – POST-DEVELOPED DRAINAGE REPORT E-1 HIGHLAND FRONTAGE E-2 EAST MAIN ST. FRONTAGE E-3 HAGGARTY FRONTAGE P-1 BLACKMORE BEND SITE 3 COMBINED DISCHARGE EX1 EXISTING HIGHLAND INLET EX2 EXISTING EAST MAIN INLET HDSCB TREATMENT OUTCB PROPOSED DISCHARGE PIPE P1 DETENTION Routing Diagram for Post Dev - Matt C 10-21-16Prepared by {enter your company name here}, Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRELIMINARY Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 2HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.22 cfs @ 12.01 hrs, Volume= 0.012 af, Depth> 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 0.077 98 Paved parking, HSG D 0.290 84 50-75% Grass cover, Fair, HSG D 0.367 87 Weighted Average 0.290 79.02% Pervious Area 0.077 20.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 44 0.0680 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.0 372 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 8.4 416 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=0.367 ac Runoff Volume=0.012 af Runoff Depth>0.39" Flow Length=416' Tc=8.4 min CN=87 0.22 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 3HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff = 0.30 cfs @ 12.07 hrs, Volume= 0.019 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 0.298 84 50-75% Grass cover, Fair, HSG D 0.188 98 Paved parking, HSG D 0.486 89 Weighted Average 0.298 61.32% Pervious Area 0.188 38.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 45 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.8 528 0.0100 4.81 2.88 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 14.1 573 Total Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=0.486 ac Runoff Volume=0.019 af Runoff Depth>0.47" Flow Length=573' Tc=14.1 min CN=89 0.30 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 4HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: HAGGARTY FRONTAGE Runoff = 0.48 cfs @ 11.95 hrs, Volume= 0.021 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 0.211 98 Paved parking, HSG D 0.331 84 50-75% Grass cover, Fair, HSG D 0.542 89 Weighted Average 0.331 61.07% Pervious Area 0.211 38.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 26 0.2300 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.1 125 0.0240 16.61 182.72 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.1 34 0.0200 8.34 6.55 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.0 59 0.0700 28.37 312.05 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.8 165 0.0050 3.40 2.04 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 4.0 409 Total Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 5HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcatchment E-3: HAGGARTY FRONTAGE Runoff Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=0.542 ac Runoff Volume=0.021 af Runoff Depth>0.47" Flow Length=409' Tc=4.0 min CN=89 0.48 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 6HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: BLACKMORE BEND SITE Runoff = 6.06 cfs @ 12.01 hrs, Volume= 0.348 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=1.28" Area (ac) CN Description 3.943 98 Paved parking, HSG D 0.368 84 50-75% Grass cover, Fair, HSG D 4.311 97 Weighted Average 0.368 8.54% Pervious Area 3.943 91.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P-1: BLACKMORE BEND SITE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=1.28" Runoff Area=4.311 ac Runoff Volume=0.348 af Runoff Depth>0.97" Tc=10.0 min CN=97 6.06 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 7HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: COMBINED DISCHARGE Inflow Area = 4.853 ac, 85.60% Impervious, Inflow Depth > 0.91" for 2-Year event Inflow = 2.90 cfs @ 12.14 hrs, Volume= 0.370 af Outflow = 2.90 cfs @ 12.14 hrs, Volume= 0.370 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 3: COMBINED DISCHARGE Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=4.853 ac 2.90 cfs2.90 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 8HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.367 ac, 20.98% Impervious, Inflow Depth > 0.39" for 2-Year event Inflow = 0.22 cfs @ 12.01 hrs, Volume= 0.012 af Primary = 0.22 cfs @ 12.01 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.367 ac 0.22 cfs0.22 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 9HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 0.486 ac, 38.68% Impervious, Inflow Depth > 0.47" for 2-Year event Inflow = 0.30 cfs @ 12.07 hrs, Volume= 0.019 af Primary = 0.30 cfs @ 12.07 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.486 ac 0.30 cfs0.30 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 10HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond HDS: TREATMENT Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.78" for 2-Year event Inflow = 1.43 cfs @ 12.15 hrs, Volume= 0.281 af Outflow = 1.43 cfs @ 12.15 hrs, Volume= 0.281 af, Atten= 0%, Lag= 0.0 min Primary = 1.43 cfs @ 12.15 hrs, Volume= 0.281 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,806.50' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.95'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.95' / 4,803.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.43 cfs @ 12.15 hrs HW=4,806.50' (Free Discharge) 1=Culvert (Inlet Controls 1.43 cfs @ 7.30 fps) Pond HDS: TREATMENT InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=4.311 ac Peak Elev=4,806.50' 6.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' 1.43 cfs1.43 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 11HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond OUT: PROPOSED DISCHARGE PIPE Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.97" for 2-Year event Inflow = 2.83 cfs @ 12.15 hrs, Volume= 0.348 af Outflow = 2.83 cfs @ 12.15 hrs, Volume= 0.348 af, Atten= 0%, Lag= 0.0 min Primary = 2.83 cfs @ 12.15 hrs, Volume= 0.348 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,804.69' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.90'18.0" Round Culvert L= 72.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.90' / 4,803.18' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.83 cfs @ 12.15 hrs HW=4,804.69' (Free Discharge) 1=Culvert (Barrel Controls 2.83 cfs @ 4.34 fps) Pond OUT: PROPOSED DISCHARGE PIPE InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,804.69' 18.0" Round Culvert n=0.013 L=72.0' S=0.0100 '/' 2.83 cfs2.83 cfs Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 12HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond P1: DETENTION Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.97" for 2-Year event Inflow = 6.06 cfs @ 12.01 hrs, Volume= 0.348 af Outflow = 2.83 cfs @ 12.15 hrs, Volume= 0.348 af, Atten= 53%, Lag= 8.2 min Primary = 1.43 cfs @ 12.15 hrs, Volume= 0.281 af Secondary = 1.39 cfs @ 12.15 hrs, Volume= 0.067 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 4,806.55' @ 12.15 hrs Surf.Area= 0.073 ac Storage= 0.078 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.2 min ( 802.1 - 792.9 ) Volume Invert Avail.Storage Storage Description #1A 4,803.50' 0.000 af 23.58'W x 134.17'L x 6.58'H Field A 0.478 af Overall - 0.211 af Embedded = 0.267 af x 0.0% Voids #2A 4,804.00' 0.178 af ADS N-12 60 x 18 Inside #1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Tertiary 4,813.00'18.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 4,804.00'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,804.00' / 4,803.95' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Secondary 4,805.04'9.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #4 Secondary 4,807.17'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 1.00 2.00 Width (feet) 1.00 1.00 1.00 5.00 Primary OutFlow Max=1.43 cfs @ 12.15 hrs HW=4,806.55' (Free Discharge) 2=Culvert (Inlet Controls 1.43 cfs @ 7.30 fps) Secondary OutFlow Max=1.39 cfs @ 12.15 hrs HW=4,806.55' (Free Discharge) 3=Orifice/Grate (Orifice Controls 1.39 cfs @ 5.57 fps) 4=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 13HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION - Chamber Wizard Field A Chamber Model = ADS N-12 60 (ADS N-12® Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 67.0" Wide + 23.0" Spacing = 90.0" C-C Row Spacing 6 Chambers/Row x 20.00' Long +5.58' Header x 2 = 131.17' Row Length +18.0" End Stone x 2 = 134.17' Base Length 3 Rows x 67.0" Wide + 23.0" Spacing x 2 + 18.0" Side Stone x 2 = 23.58' Base Width 6.0" Base + 67.0" Chamber Height + 6.0" Cover = 6.58' Field Height 18 Chambers x 386.0 cf + 20.58' Header x 19.30 sf x 2 = 7,742.6 cf Chamber Storage 18 Chambers x 458.2 cf + 20.58' Header x 22.91 sf x 2 = 9,191.2 cf Displacement 20,833.4 cf Field - 9,191.2 cf Chambers = 11,642.1 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,742.6 cf = 0.178 af Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Type II 24-hr 2-Year Rainfall=1.28"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 14HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION Inflow Outflow PrimarySecondaryTertiary Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,806.55' Storage=0.078 af 6.06 cfs 2.83 cfs 1.43 cfs1.39 cfs 0.00 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 15HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.51 cfs @ 12.00 hrs, Volume= 0.026 af, Depth> 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 0.077 98 Paved parking, HSG D 0.290 84 50-75% Grass cover, Fair, HSG D 0.367 87 Weighted Average 0.290 79.02% Pervious Area 0.077 20.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 44 0.0680 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.0 372 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 8.4 416 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=0.367 ac Runoff Volume=0.026 af Runoff Depth>0.87" Flow Length=416' Tc=8.4 min CN=87 0.51 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 16HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff = 0.63 cfs @ 12.06 hrs, Volume= 0.040 af, Depth> 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 0.298 84 50-75% Grass cover, Fair, HSG D 0.188 98 Paved parking, HSG D 0.486 89 Weighted Average 0.298 61.32% Pervious Area 0.188 38.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 45 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.8 528 0.0100 4.81 2.88 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 14.1 573 Total Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=0.486 ac Runoff Volume=0.040 af Runoff Depth>0.98" Flow Length=573' Tc=14.1 min CN=89 0.63 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 17HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: HAGGARTY FRONTAGE Runoff = 1.00 cfs @ 11.95 hrs, Volume= 0.045 af, Depth> 0.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 0.211 98 Paved parking, HSG D 0.331 84 50-75% Grass cover, Fair, HSG D 0.542 89 Weighted Average 0.331 61.07% Pervious Area 0.211 38.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 26 0.2300 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.1 125 0.0240 16.61 182.72 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.1 34 0.0200 8.34 6.55 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.0 59 0.0700 28.37 312.05 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.8 165 0.0050 3.40 2.04 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 4.0 409 Total Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 18HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcatchment E-3: HAGGARTY FRONTAGE Runoff Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=0.542 ac Runoff Volume=0.045 af Runoff Depth>0.99" Flow Length=409' Tc=4.0 min CN=89 1.00 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 19HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: BLACKMORE BEND SITE Runoff = 9.81 cfs @ 12.01 hrs, Volume= 0.582 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=1.95" Area (ac) CN Description 3.943 98 Paved parking, HSG D 0.368 84 50-75% Grass cover, Fair, HSG D 4.311 97 Weighted Average 0.368 8.54% Pervious Area 3.943 91.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P-1: BLACKMORE BEND SITE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=1.95" Runoff Area=4.311 ac Runoff Volume=0.582 af Runoff Depth>1.62" Tc=10.0 min CN=97 9.81 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 20HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: COMBINED DISCHARGE Inflow Area = 4.853 ac, 85.60% Impervious, Inflow Depth > 1.55" for 10-Year event Inflow = 5.58 cfs @ 12.12 hrs, Volume= 0.627 af Outflow = 5.58 cfs @ 12.12 hrs, Volume= 0.627 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 3: COMBINED DISCHARGE Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.853 ac 5.58 cfs5.58 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 21HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.367 ac, 20.98% Impervious, Inflow Depth > 0.87" for 10-Year event Inflow = 0.51 cfs @ 12.00 hrs, Volume= 0.026 af Primary = 0.51 cfs @ 12.00 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.367 ac 0.51 cfs0.51 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 22HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 0.486 ac, 38.68% Impervious, Inflow Depth > 0.98" for 10-Year event Inflow = 0.63 cfs @ 12.06 hrs, Volume= 0.040 af Primary = 0.63 cfs @ 12.06 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.486 ac 0.63 cfs0.63 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 23HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond HDS: TREATMENT Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 1.20" for 10-Year event Inflow = 1.79 cfs @ 12.12 hrs, Volume= 0.431 af Outflow = 1.79 cfs @ 12.12 hrs, Volume= 0.431 af, Atten= 0%, Lag= 0.0 min Primary = 1.79 cfs @ 12.12 hrs, Volume= 0.431 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,807.77' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.95'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.95' / 4,803.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.78 cfs @ 12.12 hrs HW=4,807.74' (Free Discharge) 1=Culvert (Inlet Controls 1.78 cfs @ 9.05 fps) Pond HDS: TREATMENT InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=4.311 ac Peak Elev=4,807.77' 6.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' 1.79 cfs1.79 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 24HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond OUT: PROPOSED DISCHARGE PIPE Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 1.62" for 10-Year event Inflow = 5.44 cfs @ 12.12 hrs, Volume= 0.582 af Outflow = 5.44 cfs @ 12.12 hrs, Volume= 0.582 af, Atten= 0%, Lag= 0.0 min Primary = 5.44 cfs @ 12.12 hrs, Volume= 0.582 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,805.09' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.90'18.0" Round Culvert L= 72.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.90' / 4,803.18' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.29 cfs @ 12.12 hrs HW=4,805.07' (Free Discharge) 1=Culvert (Barrel Controls 5.29 cfs @ 4.94 fps) Pond OUT: PROPOSED DISCHARGE PIPE InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,805.09' 18.0" Round Culvert n=0.013 L=72.0' S=0.0100 '/' 5.44 cfs5.44 cfs Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 25HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond P1: DETENTION Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 1.62" for 10-Year event Inflow = 9.81 cfs @ 12.01 hrs, Volume= 0.582 af Outflow = 5.44 cfs @ 12.12 hrs, Volume= 0.582 af, Atten= 45%, Lag= 6.9 min Primary = 1.79 cfs @ 12.12 hrs, Volume= 0.431 af Secondary = 3.65 cfs @ 12.12 hrs, Volume= 0.151 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 4,807.82' @ 12.12 hrs Surf.Area= 0.073 ac Storage= 0.134 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 11.2 min ( 790.2 - 779.0 ) Volume Invert Avail.Storage Storage Description #1A 4,803.50' 0.000 af 23.58'W x 134.17'L x 6.58'H Field A 0.478 af Overall - 0.211 af Embedded = 0.267 af x 0.0% Voids #2A 4,804.00' 0.178 af ADS N-12 60 x 18 Inside #1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Tertiary 4,813.00'18.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 4,804.00'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,804.00' / 4,803.95' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Secondary 4,805.04'9.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #4 Secondary 4,807.17'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 1.00 2.00 Width (feet) 1.00 1.00 1.00 5.00 Primary OutFlow Max=1.78 cfs @ 12.12 hrs HW=4,807.79' (Free Discharge) 2=Culvert (Inlet Controls 1.78 cfs @ 9.05 fps) Secondary OutFlow Max=3.51 cfs @ 12.12 hrs HW=4,807.79' (Free Discharge) 3=Orifice/Grate (Orifice Controls 1.93 cfs @ 7.73 fps) 4=Custom Weir/Orifice (Weir Controls 1.58 cfs @ 2.57 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 26HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION - Chamber Wizard Field A Chamber Model = ADS N-12 60 (ADS N-12® Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 67.0" Wide + 23.0" Spacing = 90.0" C-C Row Spacing 6 Chambers/Row x 20.00' Long +5.58' Header x 2 = 131.17' Row Length +18.0" End Stone x 2 = 134.17' Base Length 3 Rows x 67.0" Wide + 23.0" Spacing x 2 + 18.0" Side Stone x 2 = 23.58' Base Width 6.0" Base + 67.0" Chamber Height + 6.0" Cover = 6.58' Field Height 18 Chambers x 386.0 cf + 20.58' Header x 19.30 sf x 2 = 7,742.6 cf Chamber Storage 18 Chambers x 458.2 cf + 20.58' Header x 22.91 sf x 2 = 9,191.2 cf Displacement 20,833.4 cf Field - 9,191.2 cf Chambers = 11,642.1 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,742.6 cf = 0.178 af Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Type II 24-hr 10-Year Rainfall=1.95"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 27HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION Inflow Outflow PrimarySecondaryTertiary Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,807.82' Storage=0.134 af 9.81 cfs 5.44 cfs 1.79 cfs 3.65 cfs 0.00 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 28HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.96 cfs @ 12.00 hrs, Volume= 0.050 af, Depth> 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 0.077 98 Paved parking, HSG D 0.290 84 50-75% Grass cover, Fair, HSG D 0.367 87 Weighted Average 0.290 79.02% Pervious Area 0.077 20.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 44 0.0680 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.0 372 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 8.4 416 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=0.367 ac Runoff Volume=0.050 af Runoff Depth>1.63" Flow Length=416' Tc=8.4 min CN=87 0.96 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 29HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff = 1.15 cfs @ 12.06 hrs, Volume= 0.072 af, Depth> 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 0.298 84 50-75% Grass cover, Fair, HSG D 0.188 98 Paved parking, HSG D 0.486 89 Weighted Average 0.298 61.32% Pervious Area 0.188 38.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 45 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.8 528 0.0100 4.81 2.88 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 14.1 573 Total Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=0.486 ac Runoff Volume=0.072 af Runoff Depth>1.79" Flow Length=573' Tc=14.1 min CN=89 1.15 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 30HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: HAGGARTY FRONTAGE Runoff = 1.78 cfs @ 11.94 hrs, Volume= 0.081 af, Depth> 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 0.211 98 Paved parking, HSG D 0.331 84 50-75% Grass cover, Fair, HSG D 0.542 89 Weighted Average 0.331 61.07% Pervious Area 0.211 38.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 26 0.2300 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.1 125 0.0240 16.61 182.72 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.1 34 0.0200 8.34 6.55 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.0 59 0.0700 28.37 312.05 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.8 165 0.0050 3.40 2.04 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 4.0 409 Total Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 31HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcatchment E-3: HAGGARTY FRONTAGE Runoff Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=0.542 ac Runoff Volume=0.081 af Runoff Depth>1.79" Flow Length=409' Tc=4.0 min CN=89 1.78 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 32HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: BLACKMORE BEND SITE Runoff = 14.95 cfs @ 12.01 hrs, Volume= 0.911 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=2.88" Area (ac) CN Description 3.943 98 Paved parking, HSG D 0.368 84 50-75% Grass cover, Fair, HSG D 4.311 97 Weighted Average 0.368 8.54% Pervious Area 3.943 91.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P-1: BLACKMORE BEND SITE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=2.88" Runoff Area=4.311 ac Runoff Volume=0.911 af Runoff Depth>2.54" Tc=10.0 min CN=97 14.95 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 33HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: COMBINED DISCHARGE Inflow Area = 4.853 ac, 85.60% Impervious, Inflow Depth > 2.45" for 100-Year event Inflow = 13.36 cfs @ 12.06 hrs, Volume= 0.992 af Outflow = 13.36 cfs @ 12.06 hrs, Volume= 0.992 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 3: COMBINED DISCHARGE Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.853 ac 13.36 cfs13.36 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 34HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.367 ac, 20.98% Impervious, Inflow Depth > 1.63" for 100-Year event Inflow = 0.96 cfs @ 12.00 hrs, Volume= 0.050 af Primary = 0.96 cfs @ 12.00 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.367 ac 0.96 cfs0.96 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 35HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 0.486 ac, 38.68% Impervious, Inflow Depth > 1.79" for 100-Year event Inflow = 1.15 cfs @ 12.06 hrs, Volume= 0.072 af Primary = 1.15 cfs @ 12.06 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.486 ac 1.15 cfs1.15 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 36HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond HDS: TREATMENT Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 1.69" for 100-Year event Inflow = 2.02 cfs @ 12.07 hrs, Volume= 0.606 af Outflow = 2.02 cfs @ 12.07 hrs, Volume= 0.606 af, Atten= 0%, Lag= 0.0 min Primary = 2.02 cfs @ 12.07 hrs, Volume= 0.606 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,808.77' @ 12.07 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.95'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.95' / 4,803.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=2.01 cfs @ 12.07 hrs HW=4,808.71' (Free Discharge) 1=Culvert (Inlet Controls 2.01 cfs @ 10.22 fps) Pond HDS: TREATMENT InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=4.311 ac Peak Elev=4,808.77' 6.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' 2.02 cfs2.02 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 37HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond OUT: PROPOSED DISCHARGE PIPE Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 2.54" for 100-Year event Inflow = 12.88 cfs @ 12.07 hrs, Volume= 0.911 af Outflow = 12.88 cfs @ 12.07 hrs, Volume= 0.911 af, Atten= 0%, Lag= 0.0 min Primary = 12.88 cfs @ 12.07 hrs, Volume= 0.911 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,806.98' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.90'18.0" Round Culvert L= 72.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.90' / 4,803.18' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=12.28 cfs @ 12.07 hrs HW=4,806.79' (Free Discharge) 1=Culvert (Barrel Controls 12.28 cfs @ 6.95 fps) Pond OUT: PROPOSED DISCHARGE PIPE InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,806.98' 18.0" Round Culvert n=0.013 L=72.0' S=0.0100 '/' 12.88 cfs12.88 cfs Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 38HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond P1: DETENTION Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 2.54" for 100-Year event Inflow = 14.95 cfs @ 12.01 hrs, Volume= 0.911 af Outflow = 12.88 cfs @ 12.07 hrs, Volume= 0.911 af, Atten= 14%, Lag= 3.5 min Primary = 2.02 cfs @ 12.07 hrs, Volume= 0.606 af Secondary = 10.86 cfs @ 12.07 hrs, Volume= 0.305 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 4,808.82' @ 12.07 hrs Surf.Area= 0.073 ac Storage= 0.170 af Plug-Flow detention time= 10.8 min calculated for 0.909 af (100% of inflow) Center-of-Mass det. time= 10.7 min ( 778.5 - 767.8 ) Volume Invert Avail.Storage Storage Description #1A 4,803.50' 0.000 af 23.58'W x 134.17'L x 6.58'H Field A 0.478 af Overall - 0.211 af Embedded = 0.267 af x 0.0% Voids #2A 4,804.00' 0.178 af ADS N-12 60 x 18 Inside #1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Tertiary 4,813.00'18.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 4,804.00'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,804.00' / 4,803.95' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Secondary 4,805.04'9.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #4 Secondary 4,807.17'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 1.00 2.00 Width (feet) 1.00 1.00 1.00 5.00 Primary OutFlow Max=2.01 cfs @ 12.07 hrs HW=4,808.76' (Free Discharge) 2=Culvert (Inlet Controls 2.01 cfs @ 10.22 fps) Secondary OutFlow Max=10.24 cfs @ 12.07 hrs HW=4,808.76' (Free Discharge) 3=Orifice/Grate (Orifice Controls 2.27 cfs @ 9.08 fps) 4=Custom Weir/Orifice (Weir Controls 7.97 cfs @ 3.48 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 39HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION - Chamber Wizard Field A Chamber Model = ADS N-12 60 (ADS N-12® Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 67.0" Wide + 23.0" Spacing = 90.0" C-C Row Spacing 6 Chambers/Row x 20.00' Long +5.58' Header x 2 = 131.17' Row Length +18.0" End Stone x 2 = 134.17' Base Length 3 Rows x 67.0" Wide + 23.0" Spacing x 2 + 18.0" Side Stone x 2 = 23.58' Base Width 6.0" Base + 67.0" Chamber Height + 6.0" Cover = 6.58' Field Height 18 Chambers x 386.0 cf + 20.58' Header x 19.30 sf x 2 = 7,742.6 cf Chamber Storage 18 Chambers x 458.2 cf + 20.58' Header x 22.91 sf x 2 = 9,191.2 cf Displacement 20,833.4 cf Field - 9,191.2 cf Chambers = 11,642.1 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,742.6 cf = 0.178 af Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Type II 24-hr 100-Year Rainfall=2.88"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 40HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION Inflow Outflow PrimarySecondaryTertiary Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.311 ac Peak Elev=4,808.82' Storage=0.170 af 14.95 cfs 12.88 cfs 2.02 cfs 10.86 cfs 0.00 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 41HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: HIGHLAND FRONTAGE Runoff = 0.00 cfs @ 12.11 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=0.50" Area (ac) CN Description 0.077 98 Paved parking, HSG D 0.290 84 50-75% Grass cover, Fair, HSG D 0.367 87 Weighted Average 0.290 79.02% Pervious Area 0.077 20.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 44 0.0680 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.0 372 0.0180 6.45 3.87 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 8.4 416 Total Subcatchment E-1: HIGHLAND FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type II 24-hr WQ Rainfall=0.50" Runoff Area=0.367 ac Runoff Volume=0.001 af Runoff Depth>0.02" Flow Length=416' Tc=8.4 min CN=87 0.00 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 42HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff = 0.01 cfs @ 12.13 hrs, Volume= 0.002 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=0.50" Area (ac) CN Description 0.298 84 50-75% Grass cover, Fair, HSG D 0.188 98 Paved parking, HSG D 0.486 89 Weighted Average 0.298 61.32% Pervious Area 0.188 38.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 45 0.0200 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 1.8 528 0.0100 4.81 2.88 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 14.1 573 Total Subcatchment E-2: EAST MAIN ST. FRONTAGE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.013 0.013 0.012 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type II 24-hr WQ Rainfall=0.50" Runoff Area=0.486 ac Runoff Volume=0.002 af Runoff Depth>0.04" Flow Length=573' Tc=14.1 min CN=89 0.01 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 43HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E-3: HAGGARTY FRONTAGE Runoff = 0.02 cfs @ 11.99 hrs, Volume= 0.002 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=0.50" Area (ac) CN Description 0.211 98 Paved parking, HSG D 0.331 84 50-75% Grass cover, Fair, HSG D 0.542 89 Weighted Average 0.331 61.07% Pervious Area 0.211 38.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 26 0.2300 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 1.20" 0.1 125 0.0240 16.61 182.72 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.1 34 0.0200 8.34 6.55 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.0 59 0.0700 28.37 312.05 Channel Flow, Area= 11.0 sf Perim= 5.5' r= 2.00' n= 0.022 Earth, clean & straight 0.8 165 0.0050 3.40 2.04 Channel Flow, Area= 0.6 sf Perim= 2.2' r= 0.27' n= 0.013 Concrete, trowel finish 4.0 409 Total Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 44HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Subcatchment E-3: HAGGARTY FRONTAGE Runoff Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)0.027 0.026 0.025 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type II 24-hr WQ Rainfall=0.50" Runoff Area=0.542 ac Runoff Volume=0.002 af Runoff Depth>0.04" Flow Length=409' Tc=4.0 min CN=89 0.02 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 45HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: BLACKMORE BEND SITE Runoff = 1.68 cfs @ 12.02 hrs, Volume= 0.092 af, Depth> 0.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=0.50" Area (ac) CN Description 3.943 98 Paved parking, HSG D 0.368 84 50-75% Grass cover, Fair, HSG D 4.311 97 Weighted Average 0.368 8.54% Pervious Area 3.943 91.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P-1: BLACKMORE BEND SITE Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr WQ Rainfall=0.50" Runoff Area=4.311 ac Runoff Volume=0.092 af Runoff Depth>0.26" Tc=10.0 min CN=97 1.68 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 46HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Reach 3: COMBINED DISCHARGE Inflow Area = 4.853 ac, 85.60% Impervious, Inflow Depth > 0.23" for WQ event Inflow = 0.84 cfs @ 12.14 hrs, Volume= 0.094 af Outflow = 0.84 cfs @ 12.14 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 3: COMBINED DISCHARGE Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.853 ac 0.84 cfs0.84 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 47HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX1: EXISTING HIGHLAND INLET Inflow Area = 0.367 ac, 20.98% Impervious, Inflow Depth > 0.02" for WQ event Inflow = 0.00 cfs @ 12.11 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 12.11 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX1: EXISTING HIGHLAND INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=0.367 ac 0.00 cfs0.00 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 48HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond EX2: EXISTING EAST MAIN INLET Inflow Area = 0.486 ac, 38.68% Impervious, Inflow Depth > 0.04" for WQ event Inflow = 0.01 cfs @ 12.13 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 12.13 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond EX2: EXISTING EAST MAIN INLET Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.013 0.013 0.012 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.486 ac 0.01 cfs0.01 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 49HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond HDS: TREATMENT Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.26" for WQ event Inflow = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af Outflow = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,804.99' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.95'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.95' / 4,803.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.84 cfs @ 12.14 hrs HW=4,804.98' (Free Discharge) 1=Culvert (Inlet Controls 0.84 cfs @ 4.26 fps) Pond HDS: TREATMENT InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.311 ac Peak Elev=4,804.99' 6.0" Round Culvert n=0.013 L=5.0' S=0.0100 '/' 0.84 cfs0.84 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 50HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond OUT: PROPOSED DISCHARGE PIPE Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.26" for WQ event Inflow = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af Outflow = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4,804.31' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 4,803.90'18.0" Round Culvert L= 72.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,803.90' / 4,803.18' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.84 cfs @ 12.14 hrs HW=4,804.31' (Free Discharge) 1=Culvert (Inlet Controls 0.84 cfs @ 2.17 fps) Pond OUT: PROPOSED DISCHARGE PIPE InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.311 ac Peak Elev=4,804.31' 18.0" Round Culvert n=0.013 L=72.0' S=0.0100 '/' 0.84 cfs0.84 cfs Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 51HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Summary for Pond P1: DETENTION Inflow Area = 4.311 ac, 91.46% Impervious, Inflow Depth > 0.26" for WQ event Inflow = 1.68 cfs @ 12.02 hrs, Volume= 0.092 af Outflow = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af, Atten= 50%, Lag= 7.6 min Primary = 0.84 cfs @ 12.14 hrs, Volume= 0.092 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 4,805.04' @ 12.14 hrs Surf.Area= 0.073 ac Storage= 0.016 af Plug-Flow detention time= 5.1 min calculated for 0.092 af (100% of inflow) Center-of-Mass det. time= 4.8 min ( 835.3 - 830.5 ) Volume Invert Avail.Storage Storage Description #1A 4,803.50' 0.000 af 23.58'W x 134.17'L x 6.58'H Field A 0.478 af Overall - 0.211 af Embedded = 0.267 af x 0.0% Voids #2A 4,804.00' 0.178 af ADS N-12 60 x 18 Inside #1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Tertiary 4,813.00'18.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 4,804.00'6.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,804.00' / 4,803.95' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Secondary 4,805.04'9.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #4 Secondary 4,807.17'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.00 1.00 2.00 Width (feet) 1.00 1.00 1.00 5.00 Primary OutFlow Max=0.84 cfs @ 12.14 hrs HW=4,805.03' (Free Discharge) 2=Culvert (Inlet Controls 0.84 cfs @ 4.26 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 52HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION - Chamber Wizard Field A Chamber Model = ADS N-12 60 (ADS N-12® Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.00'L = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.00'L = 458.2 cf 67.0" Wide + 23.0" Spacing = 90.0" C-C Row Spacing 6 Chambers/Row x 20.00' Long +5.58' Header x 2 = 131.17' Row Length +18.0" End Stone x 2 = 134.17' Base Length 3 Rows x 67.0" Wide + 23.0" Spacing x 2 + 18.0" Side Stone x 2 = 23.58' Base Width 6.0" Base + 67.0" Chamber Height + 6.0" Cover = 6.58' Field Height 18 Chambers x 386.0 cf + 20.58' Header x 19.30 sf x 2 = 7,742.6 cf Chamber Storage 18 Chambers x 458.2 cf + 20.58' Header x 22.91 sf x 2 = 9,191.2 cf Displacement 20,833.4 cf Field - 9,191.2 cf Chambers = 11,642.1 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,742.6 cf = 0.178 af Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Type II 24-hr WQ Rainfall=0.50"Post Dev - Matt C 10-21-16 Printed 11/8/2016Prepared by {enter your company name here} Page 53HydroCAD® 10.00-14 s/n 07691 © 2015 HydroCAD Software Solutions LLC Pond P1: DETENTION Inflow Outflow PrimarySecondaryTertiary Hydrograph Time (hours)2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=4.311 ac Peak Elev=4,805.04' Storage=0.016 af 1.68 cfs 0.84 cfs0.84 cfs 0.00 cfs0.00 cfs