Loading...
HomeMy WebLinkAbout17 - Design Report - Blackmore Bend - Stormwater <<KLI v Stormwater Design Report Blackmore Bend Development (East Main Street Et Highland Boulevard) Bozeman, MT Prepared by KLJ Engineering For East Main Investments, LLC May 2017 MAMEW WROMN No.389961% s2 3X 7 •'' '•<'�ENSEO•'''��.• .SS�ONAL��G''•. Introduction........................................................................................................... 1 Summary............................................................................................................ 1 Descriptionof Property........................................................................................... 1 ExistingTopography............................................................................................... 1 ProposedImprovements.......................................................................................... 2 StormwaterDesign Criteria......................................................................................... 3 Regulations ......... .................................................................................. 3 AnalysisMethods................................................................................................... 3 HydrologicCriteria ................................................................................................ 3 Pre-developed Conditions ..................................................................................... 4 Post-developed Conditions .................................................................................... 5 HydraulicCriteria.................................................................................................. 5 Stormwater Management Plan ..................................................................................... 5 HydrologicAnalysis................................................................................................ 6 Pre-developed Conditions ..................................................................................... 6 Post-developed Conditions .................................................................................... 6 HydraulicAnalysis ................................................................................................. 6 Detention......................................................................................................... 6 Inlets.............................................................................................................. 7 Conclusions............................................................................................................ 7 Blackmore Bend Development i 4. r� List of Tables Table1: Rainfall Depths ............................................................................................... 4 Table2: 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 Table9: 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 ii Introduction This design report will include a description of the existing property and topography, the proposed development and an analysis of pre and post-developed conditions. This analysis will include discussions on Stormwater Design Criteria and a Stormwater Management Plan for the proposed site. Summary Blackmore Bend Subdivision is located along East Main Street between Highland Boulevard and Haggarty Lane. The project will repurpose a mixed-use commercial development that previously consisted of the Continental Motor Inn, KO's Club and Rainbow Auto (all of which have been demolished). The development consists of three (3) new buildings to be used for a marketplace, various retail and office spaces, and residential housing. 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 JF±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 ftz) consisting of four parcels. The basins for stormwater include runoff from the development's four parcels. The pre-developed 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 Blackmore Bend Development Page 1 of 7 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 1-90. For 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 JEtH 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 JEtH 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. Blackmore Bend Development Page 2 of 7 I\ 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). 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. o 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. Blackmore Bend Development Page 3 of 7 Table 1: Rainfall Depths EventRainfall Water Quality - • . 100-Year Storm Duration 24-hour 0.50" 1.28" J 1.95" 2.88" 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 • - 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 Area of .. of Hardscape Total Area Weighted (acres) (acres) 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 Shallow Sheet Flow Pipe Flow • Time-of- Basi n Length Length Length ConcentrationConcentrated Flow Length . Cover) • Cover) E-1 55 - Grass - - 252 - Concrete 15.1 E-2 100 - Hardscape 324 - Hardscape - 179 - Concrete 5.0' 317 - Hardscape E-3 69 - Grass 107 - Grass - - 16.7 229 - Hardscape 'Minimum for analysis Blackmore Bend Development Page 4 of 7 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. Table 5: Weighted Curve Number for Post-developed Conditions Greensp Area Total Area ace Area Hardscape - . LN (acres) (acres) 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 Sheet Flow Shallow • - Flow Channel . • Basin Length Concentrated Length Length • • . • Flow th • Cover) • Cover) E-1 44 - Grass - 372 - Concrete 8.4 E-2 45 - Grass - 528 - Concrete 14.1 34 - PVC 125 - Grass E-3 26 - Grass Smooth 57 - Grass 4.0' 1162 - Concrete FP1 - 10.O2 'Minimum 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 1-90, 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 manufacturer'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 5 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 Discharge Description StormNumber 2-year •rm 100-year Storm 1 Inlet on Highland 0.27 0.61 1.13 2 Inlet @ East Main Et 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 Discharge Description Number 2-year Storm I 0-year Storm 1 00-year Storm 1 Inlet on Highland 0.22 0.51 0.96 2 77 Inlet near intersection of East 0.30 0.63 1.15 Main Street Et Haggerty Lane 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 6 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 StoragePoint 3 Description Elevati• 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. Blackmore Bend Development Page 7 of 7 O, EXHIBIT 1 - PRE-DEVELOPED DRAINAGE MAP EXHIBIT 1 - PRE-DEVELOPED DRAINAGE MAP BLACKMORE CROSSING PRE-DEVELOPED DRAINAGE DATA BASIN AREA TIME CF CONC. WEIGHTED Cn t ti fft Ik ID (ACRES) (MINUTES) moo. * 46 j. .. 0.51 15.1 88 1M 1-44 5.0 95 rt f 50) �/�r E-3 3.86 16.7 92 �t0,, �/ Time of concentration assumed to reflect the pre demolition state EX 2 INLET 2 t POINTS OF FLOW FROM SITE 1 ' �� FLOW RATE(CFS) EX II E-2 h / SHALLOP^ INLET NCE TRATEU LOCATION 2 YR 10 YR 100 YR • ,t�. r- S- ETpLOW NE �- �9• 0.27 0.61 1.13 ' rr. goo 2 2.06 3.54 5.57 o O Og E-3 ! 3 2.91 5.59 9.44 SHALLOW CONCENTRATE0 LEGEND E_1 } r ^+ E 1 BASIN MDT POINT OF DISCHARGE �++} Hj OW J&H t \\� 1R DITCH • . .� 0 .. �> 1 POND r I y �C - Tc PATH CURTISS ST. y �' G) IN r SCALE FEET A ' Nov 08.2016 12 07per PiPrivale\MT\City%Bozei.irin11 1415006 East Maul GIesOrrluiage dwg i �: �_ l =, ��i. EXHIBIT 2 - POST-DEVELOPED DRAINAGE MAP EXHIBIT 2 - POST-DEVELOPED DRAINAGE MAP BLACKMORE CROSSING • - POST-DEVELOPED DRAINAGE DATA BASIN AREA TIME OF CONC. WEIGHTED Cn • �_ ID (ACRES) (MINUTES) 0.37 8.4 87 0.49 14.1 89 F E-2 \ ` Oly / E-3 0.54 4.0 89 P-1 4.31 10.0" 97 1 2 \ "Based on minimum for conservative analysis 1 E POINTS OF FLOW FROM SITE FLOW RATE(CFS) LOCATION 2 YR 10 YR 100 YR 1 0.22 0.51 0.96 ! 3 1V \ 2 0.30 0.63 1.15 01 LL P-1 3 2.90 5.58 13.36 w L! LEGEND E-1 E-1 BASIN E-3 1 POINT OF DISCHARGE r J&H ti 1 1 R DITCH POND - Tc PATH CURTI S ST. ,' _ '0 BASIN LINE N 50 e ee 100 - K L� / SCALE FEET <� Nov 08,2016-12.07pm•PAPrivetelMTNCi1ylaozoman11 1415006 East Main CommereiahCaddWodel fileslDralnage.dwg i EXHIBIT 3 - INLET SIZING AND SCHEMATIC EXHIBIT 3 - INLET SIZING AND SCHEMATIC BLACKMORE CROSSING sr 6 15 INLET DRAINAGE DATA INLET EX 2 INLET INLET CAPACITY INLET TYPE MAX ACTUAL CATCHMENT INLET 2 ID (CFS) AREA(SQ.FT.)• AREA(SQ.FT.) 5.38 27,100 18,488 24"'l STA D_ 5.38 27,100 23,235 1 r 3 5.38 27,100 12,134 1 ❑,4 E 0 24"STANDARD 5.38 27,100 11,521 NLET El E5 6.83 34,400 23,253 s 24"STANDARD n © 5.38 27,100 17,999 INLET 36"SMANE AR d INLET Q 5.38 27,100 3,492 ❑8 6.83 34,400 11,014 O C� 3N �� ✓ - 1 3 ❑g 6.83 34,400 10,487 36" ARD 10 6.83 34,400 10,353 ICE 11 6.83 34,400 1,237 6.83 34,400 25,399 6"STANDARD 13 6.83 34,400 738 INLET Fil 14 6.83 34,400 12,970 E-1 a � 36" TANDA 15 5.38 27,100 2,526 II ET' INLET �� ET 16 5.38 27,100 2,996 E-3 17 6.83 34,400 6,095 ® F11 `Assumed Cn=98 and Tc=5 min 24"STANDAf" 36"S ANDAR INL I LET N 11 LEGEND 24"STANDARD - !IVl�1F- I E-1 BASIN LET NDA D f, (DI POINT OF DISCHARGE CURTISS ST. �� 12 CATCHMENT AREA RD INLET BASIN LINE K L ao 0 oa too RD ,� ' INLE - SCALE FEET �� Nov 08,2016-11:55am•P_1PrivotoWT\C+iy%Bozoman1114 15006 East Mal CommerciallCadd\Model file MDraiin e.diii EXHIBIT 4 - PRE-DEVELOPED DRAINAGE REPORT (E-2) X2 X1 EAST MAIN STREET EXISTING EAST MAIN EXISTIN IGHLAND FRONTAGE INLET IN ET 3 E-1 DISCHARGE POINT HIGHLAND FRONTAGE E-3 SITE & HAGGARTY FRONTAGE Subcat Reach Link Routing Diagram for PRE Dev-Matt C 10-21-16 Prepared by{enter your company name here}, Printed 11/8/2016 HydroCAD®10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC PRE Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page2 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 Hydrograph 03 ----+----�--- ---- 027cis r----- -- - —Runoff Q28 ---- +----I - ------------------- I I I I I ------- JU. 24-hr- I peTY 0.24 iIYearRanfa11=1 98-"- I I I I I I I I 02 --__I_. F�Ltnoff Area-0.-51-6 ---+----F--- ---------- --- - ---- 1 aC- I I I I I I I --- ; -- -;.. -I -Runoff volume-0. N I I I I I Runoff. Depth>_0.3 9 0 0-14 - -- - ----I i I I I I I I I I 012. - -- --- -- --I- ---- - Flow-Length=307'-II I I I I Tc-15.1-min- 008 ----;-------------;----;---- /j�( I I I I I I - --.--------------.---GN-88 0.06 ._---I____1_---L___J----1____I-__ --r r__________ ___ _ - I I I I I I i I I I I I I I I I 0.02 I I I I 1 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 3 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 Hydrograph 2 06 cfs —Runoff 2- -------- ---- ----+------------- Type IL 24-hr 2-Year Rainfall=1 .28" Runoff area=1 .443 ac y Runoff Volume=0.091 of g Runoff Depth>0.76" U. --------------- -- :------_- - _ - _ ____ _ _ - Tc=5.0 m in CN=95 0-5. . 6 7. 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 4 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 Hydrograph 3- - 2.91 cfs —Runoff Type II 24-hr 2-Year Rainfall . 1 .28" Runoff Area;;=3.856 ac 2 - -- -- - -- -- w Runoff Volume=0.182 of Runoff Depth>0.57" U. Flow Length=722' Tc=167-min CN=92 0 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 5 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 of 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 Hydrograph 1 cfs Inflow 3- - -- ----- -- -I --,--- -Outflow I I I I I I I I Inflow Area=3.856 ac I 2- -'- - - I C 1 1 I LL I I I I I 1 I I 1 1 1 1 1 1 I I I I 1 I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I I - I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 6 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 of 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 Hydrograph 0.3- 0.28 ---- 0.27 cfs _ —Inflow —Primary I I I 0.26 - - ; ---,- Infl+ow Area-0.51-6 -ac 0.24 - - - - -'- - -- -' -- I I I 0.22 - ----I- - -- - ---_I I 0.2 --- - -- -II- -- -- --- -- - - 0.1 --------T----------------- --- - --------J---- N 1 I 1 1 0.14 -------- ------------- ----I--- -r----r-------- LL 1 ___J____1__.._I____1-_-_L___J_ _!--__-_ 1 1 1 1 1 1 I I 1 0.1 - ---�- - I- - ---� -i-- -- ---a- -- 1 I 1 1 1 , 0.06 ---J----1--- 1----1----L -- - --- -------- - 0.04 -- r--- - I I 1 0.02 I 1 1 I ---------- - ---I-01 - -- I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 7 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 of 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 Hydrograph 2.06 cfs —Inflow Pnmary 2 Inflow Area=1 .443 ac LL 1- 0 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page g 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 Hydrograph U-65- ----li- T----F- - ----T---- r 0.61 cfs —Runoff ' T e II 24 'hr 0.55. T _ 0.5- - -- -- 1.0-Year--Rainfa11=.1A.T' 0.45: ----- ---;- ------Runoff-Ar-ea-0.51-6-ac --- --- ;- w 04- -- --Runoff Vol-uM =0-036 af- 30.35Ru fib ff-Depth>0.-85"- LL 0.3- ---------- --------------------- ------------------ Flow Lent 07 - _ -3 ' --- -------- --- _15.1_m 0.15; - -- -'---- - -' -' --- - ---- ---GN=88- 01-: --------1----L---J----1--- --- -----=--------- -------- --------- 0.05- - - - - - - - - ----- - -- -- -- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 9 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 Hydrograph 3.54 cfs —Runoff: Type II 24-hr 3- 10--Year-Rainfall.1 .95" Runoff Area=1 .443 ac N Runoff Volume=0.162af 2- Runoff Depth>1 .34" LL Tc=50 m i n CN=95 1- 1 L' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here) Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 10 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 Hydrograph 5.59 cfs —Runoff 5- Type 1124-h r- 10-Year Rainfall=1 .95" 4- ---Runoff Area=3 856 ac- w Runoff Volume=0.355 of Runoff-Depth>1 .10' U. Flow Length=722' 2 Tc=1f7-mjn-- CN=92 1 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here) Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 11 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 of 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 Hydrograph Inflow 5.59 cfs —Outflow Inflow'Area=1856 ac ---- ---- ---- - ------------. --,--- . N C7 c3- -------- ----r---,---- , LL 2 1 � 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 12 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 of 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 Hydrograph 0.65 --- I fl ow 0.61 cfs --- —Primary 1 1 1 0.55 - -- - - --, .-a.=4-.546.-ac.-.. 1 1 1 I 1 0.5 --- 1----1 ------------- ----- ------- 1 --- -- i 0.45 - ( 1 1 1 1 1 1 i 1 .V.. I 1 ' 30 1 LL 0.3- -- --'-- -------'- - --- -- -- -- 0.25- --------=----------- ---- I I I 0.2 --'--- --' --- I I I I I I 0.15 --------1- -'--- I I I I I 0.1 -- -- 1- -'- ' -- -- - - I I I 1 i I I I I 0:05, ---J----1----1-------- -- -- -1- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 13 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 of 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 Hydrograph 3.54 cfs _Inflow Primary i Inflow Area=1 .443 ac 3- - i 3 2- 1 I 1 o LL t t 1 1 t 1 1 I I t 1 1 I i I 1 1 I I 1 i 1 t I 1 I 1 i I t 1 1 I 1 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 1 DD-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD®10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 14 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 Hydrograph 1.13 cfs —Runoff Type It 24-hr 100-Year Rainfall=2.08" Runoff Area=0.516 ac w Runoff ,Volume=0.068 of Runoff Depth>1 .58" U- Flow Length=307' Tc.15.1 min CN=88 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD, 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 15 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 Hydrograph 6- 5.57 ofs i i Type 1-I 24-hr- 5 -- -- - 100-Year Rainfall=2.8,8" 4- ___Ru-nof-f-Area:-1_.443_ac y _ Runoff 'Volume=0.263 of g 3 - Flu-hoff-Depth>2.1-9' U- TC=5 0 m i n 2= ------------- CN=95 ---- ------- ------------- a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 11 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD010.00-14 s/n 07691 02015 HydroCAD Software Solutions LLC Page 16 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 Hydrograph 10- 9.44 Cfs -Type Il 24-hr 8- - 10Q=Year-Rainfall=2:8`8" - Runoff-Area=I-856-ac- w 6- - -Runoff,Vo1u-me=0-.614Laf-- c 5- ---- ---- --- - -- _ - ' -- -. Runaff Depth>1 .-91_"-- LL 4- -r ---;---�lov4 Length =7-�2'-- Tc^1-6.7 min CN=92 2 -- =----- --, - --- ----' ----'-------------- ----- -, 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type Il 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here) Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 17 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 of 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 Hydrograph 10 - 9.44 cfs —Inflow 1 —Outflow 9- I 1 I I _ I 1 I;nflbw Area=8.856 ac 8- - � I I I I I I I i I 7- I I I I I I I I I I I I ( 1 • 0 5- -- -I- -- 1-- - - --1-- --- I- ----+ ----1----�_ 1 I 1 LL I 1 1 i i 1 ( 1 I r I 1 1 1 1 1 i � I I I q r-___I 1 1 1 1 1 I i I 1 1 I I 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type 1124-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page18 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 of 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 Hydrograph I 1.13 cfs —Inflow —Primary 1 Inflow'IArea=0.51.6 ac I 1 I I 1 I I I 1 I N 1 I 1 O I 1 LL I i 1 I 1 I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE Dev - Matt C 10-21-16 Type/1 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 19 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 of 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 Hydrograph 6- ---L. 5.57 cfs ' —Inflow —Prima ry Infl'ow;Area=1 .443. ac 5- I I I I I I I , , i I 4- J 1 i I i I I 1 , I 3 3- 0 LL 2- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) EXHIBIT 5 - POST-DEVELOPED DRAINAGE REPORT X1 (ED X2 EAST MAIN ST EXISTING EAST MAIN EXISTIN IGHLAND FRONTAGE INLET IN ET r� 73] OU E-1 COMBINED DISCHARGE BLACKMORE BEND DETENTION — �� PROPOSED DS PI HIGHLAND SITE DISCHARGE PE FRONTAGE TREATMENT E-3 HAGGARTY FRONTAGE Subcat Reach kn [Link Routing Diagram for Post Dev-Matt C 10-21-16 FHpydrocAD, repared by{enter your company name here}, Printed 11/8/2016 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Post Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADS 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 2 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 (c) 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 Hydrograph 0.25 D.24 -- -' - - - --�--I- - ---- ---------------- 0.22 erg ' ' —Runoff -- -�_-- 0.24 Y.- --'1124Ar- - •---`----I-- -'- ----- -- 0.19 -- u 0. =- F unoff-Area4._3.67._a -I 0.17 -- - --- �� ^ ..i. --I -I-- -- ---- _----r- -------- __ � _ I I I I I I I I I I 0.15 !ff --+-- --- ---- - - --I 0.13_. - --J--1 '- - --� - -- --J - --L --I - 0 0.12 - Runoff _l�U nd ff De th>0.39" - - --I------ - ---- - --- _•- - 0.1° --I*-hw-L-e-n y.t -'WYY' 1- =--I-- -------- --------=--F'--•I------I--- -. 0.08- TcT84 m `__-- Y- --r--I-----_!_-- y .... _----_--_ 0.D6 '-r ___ _____ IYrf ' 0.05 -._.........,._..-,-- -- 0.03 I ---- ---- -----'-- --------- ---------=- --------'--I i 0.020.01 -I--- ----- --+------- - - ---I---- -- — I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 3 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 Hydrograph 0.32- --I --i- - ' -- -- 0.30cfs -I-- -- --L- - '- -' - --------- -------.-- - -- -------=- 0.3- i -Runoff -----I-- - - -- --i--'---_ 0.28- - -i - -- - — - - - -- --- tYpe 11 24^hr 0,26= -----;-- - -- ------ -- --'- -- '- ------------' -----'---- _Year Rainfalj=� 28�, i- --=--=-- -- - r - - -1-- 0.24. - - -- Funoff- -- ---------- -- --;---------- 0.22. - Area'I=�:4�6-a� 0.2` ... . - -- -- --r 018_ F unoff Vo�um p.:019 of ;_ - - - -- RUho -De �h>0,47-- - ff 1 - LL Flo Ll - 0.02w Length=$7$0.12- --0.1' Tc=14.1 -N=891O.OG -----' -- --t--+--=--:-- -- -- --r----------I I 1 0.02 -- 0- 0 1 2 3 4 5 G 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type lI 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 4 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 Post Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 5 Subcatchment E-3: HAGGARTY FRONTAGE Hydrograph 0.52 - - --r--- --a. . -- - - - - --- r ' _______ —Runoff 0.48 --------- -- '-- -- r-- F- - - -------- -- --- - r — 0.46 a 0.44 ------;----------- - ---------------------i----_w='_- ---F-1, p a h--L--2--4 - -- -- 0.42 - ---i--i-----�---_--h--- ;K--- 0.4 2_dear-Rainfall=1-.28 0.38 -------- -------- -- 0.36 -�-- �uo Area=O542-ac-- - =- -- -0.34 ----- -------- ------ - - ------ u a of3 fV :um � '-0.32 0. ------------------------ RuToff-D6pth-y0 T—'- 0.24 -- ---,--A--4--+-- -----I-- --1----- -------- -- -- ------------ r 0.22 0.2 -- - - - - --------'-- -- - ow _e -dth,-4�09'- 0 _ 0.16 ---' -'-- - --J-- --a -- ---' - -----'-- - --L- '\s:44 - r 0.14 0.12 -----'---'-----�-- --1--1--=-- --'-- -------J-----r-- --� -' - 0.08 0.04 -----r---'----- --- - a - -' -- —' --- --=' --'' --=-- ---------- 0.02 --r - - -r - - .-- - -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 6 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 Hydrograph 6.06 cfs I—Runoff Type II 24rhr -Z Yea-r-Rap-n f a-1a=1.2S"_-- Runoff Area:=4.311 ac RUnoffA,f0lum' e=0.34$-af- LL 3- -Runoff ff Depth>0.97" - - -- -- --- ----- Tc=10.0 rain. 1- - .......... 1- ------------------- ---'- --'-- -------- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADS 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 7 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 of 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 Hydrograph ---'`--I -— — I -—I i —Inflow 2.90 cfs _ _�...._..__ _ - —Outflow I I I I I ' 3- --.--- ---!--1--1—--— r--t --r I a y I 1 --t I Inflow:Area=4I 1.853 'ac � I 2- --- I w I I 1 I I 1 1 I I I I I I I I 1 I I I 1 1 I I I 1 I I I I I I I I I I I I C1 1 I I I 1 I I I I I I I I I LL I 1 1 I I I I I I I I I I I I I 1 I 1 1 I I I I I I I 1 1 I I I I I 1 I I 1 1 I I I I I I I I 1 I 1 1 I I I I I I I I I 1 I I I I 1 I I I I I I I ! I I I I I I 1 I I I I I i I I I I I I 1 I I I I I 1 1 I I I I I I I I 1 I I I I I 1 1 I I I I + I I I 1 I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Pace 8 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 of 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 Hydrograph 0.25. 0.24- - 0.22 Cfs _ 0.23 -- , - -I-- - ---I- _ _ Inflow _ —Primary 0.22 -- --- ---- r----- I-- -- -----r--r 0.21 I�nflow'Area.0.36Ta o.2 ---------- -----+--I-------------- --+--T--=-- -------+-----+--*----- 0.19 0.18 ------- -- +----- -- -- --1----- - -- --�--L- --'-----�-- -A-- - 1 I { 1 1 1 1 0.17 r --- ----- --r-- r-- --r---- --7--r--r--r-^r--------1--r--` 0.16' -----'-- -- -----1-- -----'-----J-- --!--1--1-- --L-----I--1--1----- I 0.15 ---1--4-- --�--� 0.13. --I-- - - - L--'-------- I--'-- -- -i--' --J--'--•-I--J--'--'--L - 0.12 -r --- -----r--r-----1^--- --r--r--r-^r -- -- t-- r--r-- -- -I--- - - 0.1 - -- -- -+ --a - -- - - ----- -- +-- - ---I --�--- -7--r---- I----I•----- , r- 0.09 r --- ,-----r-- - r- - r--- 1 1 r I I 1 - --- -----J--�-- - --- --------••I----- 0.06. -'-- ----- -- --' --'— - --- -- - --- --' - --- 1 - - - 0.04 r - - -0.03---- 0.02 0.01 --; - -; -- -,- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 9 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 of 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 Hydrograph 0.32 - - 030c`s - -1 inflow 0.3 -� --;--;--r-- Frirnary 0.28 I'nflo Are —0-.4 -Ialq- 1 l 1 I 1 0.26 1 i 1 1 t I 1 t _ I __f / I 1 1 -- 1 0.24 - r - - :- r - r- - I-- I-- 1- .. - --� --/ --I- -I• y-- T--+--� - I I I I I I I I 1 ( I I I I - 1 1 I I 1 1 I 1 1 I I 1 I I 1 1 I I I I r 7 0.2 I I 7 r--r--1---I--7--7-- r - 1 w 018 --/ --'---'--"�_-J--1- -' -` - -'-- 1-- -' 1 ......1...........1...........-1..... .V.. 1 1 1 1 I 1 I 1 1 I 1 I 1 1 I 1 1 I I 1 1 r 1 1 I I I 1 I I I I I I I --r-•- c 0.16 ---r--1---i—�--i r--r -- ,'-• - --1---I-- r- • r - r - I- -I---I- I I LL0.14 •-'1--_'---'--'�--1--�.__. -.--.--�-._-1-_-'--')-- ...-., _--.'----- -._I-._'''-_-_._•L-._.-I _ _-._-^'-•__-I-'-'-- 1 r 1 I 1 1 I I I I I I I I I I 0.12 --�--i- 1-- i,-�--r--i------I- - -- 1 1 r 1 1 1 I 1 1 I I I I I I 0.1 --1-- 1---�-_i--+--�-- --------1-- +-- - -+---- - --�-- - --~ 0.08:---'--'------'---' --i-----'------'---' -----'-- ---'-- --- - - -- 1 0.06----------- -- -t--r--;- -----1-- j-- - + - -------1-- -- r--r--r I I I I I I I I I I I -- . -J---_ J_----------I_-_I__J__�__--- L-- 0-04: --'-- -- - - I I I I ! I I I I IL _I I I I I I I I e l 1 l 1 1 1 1 1 1 0.02 --------:--r-----r--r----- --7- --r--r-------r-- --?--r--r-- 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD) 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 10 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 of 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 of 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) L1=Culvert (Inlet Controls 1.43 cfs @ 7.30 fps) Pond HDS: TREATMENT Hydrograph 1.43 cfs —Inflow —('nlnary Inflow Area=,4.311 ac Pear EIev=4y806.50' , I � I 4- I I I I I Round Culvert v I I 3 I I i j i I I 0 n=0.011113 LL i I I L=5 0' I I I I I I S4.01 00 'l' I � I I I I I 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD@ 10.00-14 s/n 07691 02015 HydroCAD Software Solutions LLC Page 11 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 of 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 of 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) L1=Culvert (Barrel Controls 2.83 cfs @ 4.34 fps) Pond OUT: PROPOSED DISCHARGE PIPE Hydrograph 3 --' i---I-----------+--r--r--r - --y-- ---t--+--r--• � —Inflow 2.83 cfs —Primary _ I I I Inflo�nr Area=4.311 Ilan - ' Pear Elev=4,804 69' 2 18:O':. ; T ...I.... Reuhd Culvert =0.01'3 , I I I I I I I L=72.0' t=0.01100 T I I I I I I I o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type // 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here) Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 12 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 of 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 of Secondary = 1.39 cfs @ 12.15 hrs, Volume= 0.067 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of 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 of 23.58'W x 134.171 x 6.58'H Field A 0.478 of Overall - 0.211 of Embedded = 0.267 of x 0.0% Voids #2A 4,804.00' 0.178 of ADS N-12 60 x 18 Inside#1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 of 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) L2=Culvert (Inlet Controls 1.43 cfs @ 7.30 fps) econdary 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) ertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Post Dev - Matt C 10-21-16 Type 11 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 02015 HydroCAD Software Solutions LLC Page 13 Pond P1: DETENTION - Chamber Wizard Field A Chamber Model=ADS N-12 60 (ADS N-120 Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 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 of Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Post Dev - Matt C 10-21-16 Type/1 24-hr 2-Year Rainfall=1.28" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 14 Pond P1: DETENTION Hydrograph 6.06 cfs —Inflow 6- =--'-- '- --I-- --�--= L--'- —Outflow _ --i --1 —Primary Inflow Area=4.311 ac 1 I -Secondary 1 1 1 1 1 1 1 I 1 I —Tertiary 5- Peak Elev=4 806.55' -- --1-- -----'-- --,-- --�--1- I I 1 1 1 Storage=0.078 of -- -_-- 4 '- 5---- — -'--'---'-' 1 I 1 I I I I - U LL 3- --- 2.83cfs I - --�--'---' -'--�--�--1-- --'--- 1.39 cfs ' I I 1 I 1 t 1 1 -------------J----__--- 1 1 1 1 1 1 1 i 1 1 I 1 1 I 0.00 cfs 1 1 1 r 1 1 I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 15 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 Hydrograph 0.55- --'- - - - 1 i I I 0.51 cfs 1 1 I 1 1 1 1 1 1 1 I 1 type 11 247hIr -- -- - - -- -- -- -- I I ! I 0-45- -- '�0-Year R;ainf011=1 ,95" ; 0.4= --F�ur�off Areas=0 367�-----.-- --I--4--�--4--1--------�--I---I------ -- - - - -- ah 1 y ff Volume .026 0.35- - C� 1 --------i---------- �uno a�f fn I 1 I 1 I I I 0.3- ------'- -- J- --- -- ---- --A-------- ----- ---------- g Runoff Depth>0.87" 1 , LL 0.25 -----.--- ---I-..-,....- --1--- --I- -,---I-- _-----r— r — - I- -I — -- low Length=*1 ' 1 1 1 Tc-8 4 Min ' -j/-��.--- -- ----- ---- , 1 1 I i /4•- 1 1 , 0.1- I � , I I --- - -' --- --=-- --a---------'— - --'- -' — '-- — ' - ---- -i- -- I i I 1 , 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Pace 16 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 Hydrograph 0.7 0.65' _ I___ _-- 0.63 cis —Runoff 06 -T-ype 11 24r-hr- -- --- "r = 1 -i -- -- I I I i 0-Year Rainf If 'f 95' r--------;-- I ( I r I I I 0.5 I__-I--_._.......; -t__T__r_- -__ __ ________________r__I___I_.____ Runoff Area!=0.486_ac _ 0.45 - I I I I 0.4 -Runoff-Olu-mO0.040-af- 0.35 - -.!_-J__1__i__L__L__1-__t-- R Uhgff Depth>0.98"- -- ;- I l t l l l I LL �__ -'-- -----'--�-- -- _�__'___' 1 I 1 0.3 fOW Length-$7$ 0.25 ------- -- :-- --1-- t-- f--`---- -- -, ----------`-----` - F ---- � ----- - cMin I 1: I I I I I I I I I I I i _ I I I I I I I I I I I 0.05 '-- '---' - --�__ --1--1-----------'-- --'----I--------=-----I---'---I----- 1. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 17 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 Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD0 10.00-14 s/n 07691 02015 HydroCAD Software Solutions LLC Page 18 Subcatchment E-3: HAGGARTY FRONTAGE Hydrograph 1.00 cfs —Runoff 1 , Type W24-hr 1 1 1 1 10-Year; Rairfell:1 .95" Runoff Areal=0.542 ac 1 , runoff ;Volume=0.Q45 of i 1 i 1 1 1 i 1 I I I I ' Runoff Ddpth>0.99" LL Flow Length=409' I I Tci4.0 min O N=89 0 1 2 3 4 5 6 7 8 9 10 1*1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 19 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 Hydrograph r --- ---- 9.81 Cis r_ r r r r r r Runoff lo' i � I . � _ -Type-tII 24-hr 0-'Year.-R r r 1' -I alnfall=1-.95 Runoff Ar+ea-=4.311-a _ - Vol Ru�/�off - - . - t . ■■■■ um�=O 58 a r r r l l g 5_ Ruoff-Depthy1 62" ;- ...... . .._U. 4_ Tc=10.0 min,-- -- -- -- -- -- --!--'-- - -- --' _' - CN^97 r r r i = r r r l r I 3- -----------------'--=-------- -- -------- -- -- -- -------------- r r r r r r r r I I i i I I 1 1 1 I r I I I I ! I I 1 i I I I I 1 - -- --_i-- ---- r -- -----I -----I- .... ..... i i i i i i I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 20 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 of 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 Hydrograph --- 5.58¢fs —Inflow —Outflow a _ Inflow Aye =4.85 3 Ilan ---- ---- I I I I I 1 I 1 I I ( 1 I I -__1 __--_I___I___I__ 1 ( _L__I__ 1 I I I 1 1 } I I I I I I I 1 3 1 1 1 - t 1 1 , I 1 1 1 l 1 1 1 1 1 LL i 2., i I f I I I 1 1 t I I 1 I 1 1 I I I I I I 1 1 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 21 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 of 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 Hydrograph 0.51 cfs —Inflow 1 1 1 1 I 1 I I I I I Primary lnflowArea=0.367 a I I ( I 1 1 I 1 wvLLQ 0.35 --..I11I1.I ._ 025 - -11---11 --1-- I . r I __1 _ _r ; ........... .. -_�-.-_'�_ I1II11.___._.iIIIIIIII ..... �-1'+1I1II . --- 10.2 -1---4-- iIIIi� ...... ........... ----=- -- 1 0.15 •--r--I---;-- -- -- -- 1 0.1 --I---!-' 1- -- - l ' - - -.1 ..........t...........!..._..._,_... -1- - I ' 1 0.05 --r--1---!---I"-?--r--r--;--1---1--�-• 7-- r--r I- 1-- --;--r 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HvdroCAD® 10.00-14 s/n 07691 02015 HvdroCAD Software Solutions LLC Page 22 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 of 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 Hydrograph 0.63 ofs —Inflow Primary 065- s - -- _-- - -- -- -- — 0,6- A�e ��486 a - -------- -----;--�- --= Inflow - 0.55- - -- - -- - - - - - - - - �-- -- i 0.45 - - -;- ---i- -----=-- ----- , y 0.4 o 0.1 _i ----'-- '- - - -- ' - ----- ----------- --�--------i-----T- '-. - i l - -r--. a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 02015 HydroCAD Software Solutions LLC Page 23 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 of 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 of 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) L1=Culvert (Inlet Controls 1.78 cfs @ 9.05 fps) Pond HDS: TREATMENT Hydrograph 2 1.79 cfs —Inflow —Primary InflorwArea=4.311 ac I Peak Elev=4,807.77' 6.0 I I I I v Round Culvert lL , 1 n=0.01I�3 - i I 0' I 1 I I I I I I S=0.0100 '/' ; 1 1 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1124-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAMD 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 24 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 of 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 of 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) L1=Culvert (Barrel Controls 5.29 cfs @ 4.94 fps) Pond OUT: PROPOSED DISCHARGE PIPE Hydrograph 5.44 cfs —Inflow 1 I 1 1 1 1 I I I -Primary Inflow A-r-ea= -- - I i I I 4.�1-1- ae-- -- I I I I I I �I Peals Elev=4 805109' I I 4 Round Culvert O I 1 I I I I I I LL n=0.0113 I I L=72:0' -- I I I I I ( 1 1 I 1 I S"0.01100 '/' I 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type Il 24-hr 10-Year Rainfall=1.95" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 25 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 of 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 of Secondary = 3.65 cfs @ 12.12 hrs, Volume= 0.151 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of 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 of 23.58'W x 134.17'L x 6.58'H Field A 0.478 of Overall - 0.211 of Embedded = 0.267 of x 0.0% Voids #2A 4,804.00' 0.178 of ADS N-12 60 x 18 Inside #1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 =458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 of 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) t2=Culvert (Inlet Controls 1.78 cfs @ 9.05 fps) econdary 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) Post Dev - Matt C 10-21-16 Type/1 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 38 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 of 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 of Secondary = 10.86 cfs @ 12.07 hrs, Volume= 0.305 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of Plug-Flow detention time= 10.8 min calculated for 0.909 of(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 of 23.58'W x 134.17'L x 6.58'H Field A 0.478 of Overall - 0.211 of Embedded = 0.267 of x 0.0% Voids #2A 4,804.00' 0.178 of ADS N-12 60 x 18 Inside#1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 of 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) L2=Culvert (Inlet Controls 2.01 cfs @ 10.22 fps) econdary 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) ertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Post Dev - Matt C 10-21-16 Type/1 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 39 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 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 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 of Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone 1 Post Dev - Matt C 10-21-16 Type Il 24-hr 100-Year Rainfall=2.88" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD0 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 40 Pond P1: DETENTION Hydrograph 16- - -- --;-------- -�--y -- ;- 1. —Inflow - - 1 14.95 cfs r 1 1 1 — 15 -- -Q- Oft-- r----- --�-- +-- +--�--N-- -I--A--i-. .r Outflow - 1 —Primary 14 - Are1 I4 J 1- 1 :a�1 -- -I---!--------'--1- ! Secondary '� - -I-- - I I — I I 1112.88 cfs, - , r i I I I I —Tertiary W 12 - I--eak--El-ev-4� 808.82 I� .. 1 T1U Cfsl - -l--i--r-- -I- ---I--T • .88 I - I I I ,o _St_bra-ge, 0.�1-'7-0 af- .. --�. - .1......_,_._,._...... W -I------ 3 - 0 8 - r--I - --=--, --r--r-�^- t--� -r- r- I 1 1 1 1 1 1 1 LL 7 ----`--'-- '- -------- -------- - -I - - : - L - - --`---'---'-- --�-- I : I --. I I 6 --- I I i � I I I � , i � 5 --I' -I-- -- -- -- --I- ---- -r ----............' -1-- - - ------ -- -- t - ---- r r , 0.000fS r r'-r--r--1--...--t--� r-• --�--� - r--- - -.r._.... 0• 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD0 10.00-14 s/n 07691 02015 HydroCAD Sofhvare Solutions LLC Page 41 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 Hydrograph 0.002-.---•1---.-- J-- -I-_-"'---`-- ---I_-- .I- -I--- ----1..--L--L--•I---'--�__ -_L_ -`-- • ! I - I —Runoff 0.002 --r----y-- --+--=-- r-----I-- O.00cfs --*--r-- ----J--1--+--r--r- - I 0.002 Type-IIII24-hr -1- I I I 0.002 WQ. Raii�fall=0. -----1---11----- - T--r--`--- -------- : r 0.00z - - - ------------' --' ----- I I I I I I I � 4 I I 0.002 -I,unof area=037-��; -- - - ---- ------ -- I- --, - 0.002 --Funoff Volume=Q.Op1- afi-- - -r--r--I-- -- .-- 1-- --r--r----- 0.001 - ' -- ' ----- - - I � I I I I I 1 0001 F�udoff Deft - - ,. -- - --' -- - --i--L-- --'- - v 0 0.001-0.001. flow -en th-416-- _~ --' - -I 0.001.: T �O IA �y�... -' - 1 I I I I I I 0.001 li�"w v r4# min i r� i I r -- :0.001 1--_I_- -_I---_- 0.001 l/'�_N V =87 I I I 0.000- -- --'-- - --------=-- ' -- -- -------- - ------' - --'--- ---I--_____- --I _ 0.000 -- --+ - j--1- :.. - - I---I--- - -- -- --I - - --- - -- -- -- -- - - I I I V I 0.000: ---r--r--r--I--------7-----r--r----- 0- ---'---.------- 0, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC page 42 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 Hydrograph 0.013. - -- --- - - 0.012` --I--- --y - - - ---I--- --r--r-_- ---- - _ -----= 0.01 cfs -------- ---- +--r--I,--- —Runoff 0.012; --'--' ----!-- ---- - -- -----I-- -------- - ! --I-- -- • I _____ - ! I I I I I I I --� _I I 0.011- - 171� r--r--I --7- r--r---- I 0.011 -T I_ 1. - - - - - - ---`--------- ---I--= 0.01:0.009, .--1- Un4# rea --0 ,4 C-- -" - --1-- -'r-- ' --r----r I I-- I , - ... ------ --- j-- -- ! -i - 0.008; unofif 1✓olume=Q.Op2l-af -.- w0.007 - --I-- --------`--r-- ---------- ----r--r--r--I-- :--7-----r--r--;--- 0.007 R ��--I -- --1---r ' -! -- - -- --'--- u-hoff De UT>0:04-I - - - --,-- --r----- o LL O.o0s ..... - ---I - -- --L-- --- - 0.005= -F1Q�nr-....e'n th=573_. ..11=-= = .._... r--r- I- --+-----7--�--r--r-- -- 1....-L__:_.__ .1-...... _I__ _._ L__L __I__ - 0.004. Tc=1 1 min, ... - 0.004_ `' I__L__-__L__L__i___ 0.003` -Ch1^ - -----r-----F--r------- - r-- --r--,-----------r--�--i-- 0.002 -----!----- --------r----- -------- --T- - r--r-- ! ! I 1 l 0.001; --r- -!- I---!-- -r--r--r --r-- I----!------ --T—r--r- ---�---I`-=--r--r- -! -- 0.0017 -! - - - -- -'-- '- --- '- - -- --L--L- ---! - -- -' --�-- r----- •-- r--r--r- - , 0.000= - - I-- ------ -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 43 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 Post Dev - Matt C 10-21-16 Type // 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 44 Subcatchment E-3: HAGGARTY FRONTAGE Hydrograph 0.027- --•-- -- ----- -- - ----- - - - - - • -- -- - ----- •-- -- -- --- .- -•- -- 0.026 - -- ---- 0.02c(s __. ;..-_ ----I-- -- -----;-----',--- 0.025: —Runoff -------------- 0.023= - - - -- - - - -- 0.022 Type 1124 hr _ 0.021 -- --1----+---- ---- +--*-- 0.02 - -- - ...- 1NQ-Bair fallTO���O�, 0.019 --� - - - - 0.018 - ;- -;- ;--;-- , - - RgnOff Ara=e4, 4 ..aC - 0.017 - -- '--- - - 0.016 - -- -- --;--;--;--;-- Runoff�VtoI e=0 00 -1f- w0.015: -- --+ - --- U E 0.012 -- --i--�- ------- ---' -.. 1.....- � - - r FLow Ldn.gt_ -409' 0.011 --1---I- -y--t--�--r--r--r--i--�- --T--=--r--- ----- --. 0.009 - '-I-- --T--t----- -'-- - -- -�-- ' --'--'---'- --- -- 0.01 1--1- - -- -- -;--;- -;--r--r- -- ,--- TC.4.0-_rni-n- _ 0.008. -'- --- -- -- -`-----'--�--�- --�--' --r---'---- -- - - _ _-----=-�N�89-- 0.008 - ---' --a- -- -------- — ' - ---'- --- -- --!--!---- 0.005 - - -- :- - 0.004 - ---'-- --l--s-- --�--'- ----- - ------------- L-- ----- 0.003 - - 0.002' --=--=--�-- '---F- -- - x--- ---- -------- -- -- --- - 0.001 ---i --r---- -r- r r r- r--i- - 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 _14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here) Printed 11/8/2016 HydroCAD® 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 45 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 Hydrograph 1 1 i i 1.68 cfs 1 I I 1 1 1 1 1 t 1 Type II 24rhr '1 I I I I 1 1 t t I 1 1 1 1 t 1 t I WQ Raipfpll=0.50" I l l l t l I I 1 1 I I 1 I 1 1 t Runoff Area=4.311 ac ' t I I 1 1 1 1 t t I I 1 1 1 1 1 I ( I I 1 y Runoff VolumeI I =0.09Z of ; w Runoff DOpthy0.26" ' LL ,J1�, I 1 1 I 1 1 1 1 1 t 1 TC=10.0 min I t 1 I 1 1 1 1 1 t 1 I t 1 I 1 1 1 1 1 1 1 �/j',�_ W N-97 i i I I t 1 1 1 I 1 1 I I i i t 1 1 1 1 1 1 t 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 11 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HvdroCAD Software Solutions LLC Page 46 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 of 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 Hydrograph 0.9 - - - - - r - -;-- - - - 0.84 cfs _Inflow 0.85 Outflow 08 Inf1- -w Aea�4.$53_la _ 1-------L_--- --_�,JI=- --1--}-- 0.75 -i-- 0.7 - - - - - 1- - -'-- '- 0.65---------- -'------- '- ------ - - ---I - - - ' - i- 1 - -I- -1- -- ------ -I- ---------- I I , t 0.6 1 1 1---- -----;--;-----------,---,---------- --. 0,55_ � 0.45- _ I I ' 0.3 - I - ' -'- •1 j— 'I 0.25 -; - - '- _ - ; - - ----;- ;- ;-- r-----------I-- - I I : I I ! I I 0.15 -r- - - - r r r- 1- ,-- t-- ,- -- --- - -I-- ,- --- - -- , 0.05 --+ -a-- + -- --------I- - +--------+-- r 0 .. 0 1 2 3 4 5 6 7 8 9 10 I'll12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 47 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 of 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 Hydrograph OOO 0.002_ cts --I- -- -+ ----I ----I - r-- r —Inflow 0.002- -----;-- -------- - ----------- --;-----.-----r----- ------------- Primary1 - -- - - - 0.002; -inflow,Area.+ I0y3�7 a -- --- 0.002= --! - I I I I I I I I I I 0.002 ---I-- ---- --r --,-- - -r r- !---:- , --r--r--I- ----,-- - 0.002 - --- - -'-- --------, -----7 � --�'-- -- ----- I I I I 0.002 --------4------- ---I-- ----- -- ----I-- ------ --------I----------- I I I I I I I I I I I 0.002 r --I--r - -- !'- -r - r -- t' -- --I- -I- - ! - r--r--r ------ r-- r - 0.0010.001 I I I I I ! 0.001-: - - - --'-'I--1------.--- - -I'-_i-- - -- --1 - ----!- _..+•_- - -I- ---- - -- --' ! - 30 - --I- r -- 0.001:--- -T--T--r--r- -------- -- --� -1--1--i--r ----I-- r -I I � 1 I I I I I 1 ! I I I ! ! 0.001 - - --7"T__L_-I' -I --I- -- --1..- 1 ---r--r '-I- - - 0.001 --I--- �--y--'-- --' --I-- -- -- -- --1�--1----- !--+-- ------!--T-- -- I 0.000= --li- -!-- I-- r--r- ---r- , - - -- -r--I- -!-- -,- --r- - - ! -------�- _ I I 1 1 I I I I I I I I I 1 1 I I , 1 1 1 I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 11 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 48 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 of 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 Hydrograph 0.0137 ---- -- _ 0.013- ---' - 0.012; - - - r - -i - , 0.01 CfS �-- - r -- —Inf ow 0.012' -----i--I- ----- —Primary 0.011 7--= - --r --i-- --=--r------------- --1 -- 0.011i -1nf1Qw Aroma=0,48 - _ --- - ---I----,---�--- -- --�------.- - --r- --7-------- I---I-- -- -'---'-. - -I I I I I I ? � I I �------� I I 0.009- ------0.01 ------- - - _-- ; -------------- 0.009 - 0.008 ---•--.-- I- -: -- ---I-- - -- - -I- -I - ,--�--r- - :- -- +._. 0.008 ---I-- -----=- --------=-- ---;-- --;--�--=--I ---- -- 0.007 -----' .. -- --- - - -----a--1--L--------'- --- ' 3 - --- ---- --- 0 0.006 -I-- -r- -r--` -I--7- -T ---I-- --ti-- -- --r-----.----- - LL0.006'--0.004-3 - -- ----- -' ------------- ---------�--�-- ----------1--L- i 1 ' 0.004: - - • 0.003- --'--- !-----------------'- -1-- -- ----- - --L-- -----'-- -1 0002 -:-_- ---- - - - 0.001. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type // 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 49 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 of 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 of 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) L1=Culvert (Inlet Controls 0.84 cfs @ 4.26 fps) Pond HDS: TREATMENT Hydrograph - , i r T - I I Inf ow 4 fsi r i i Primary0.85r�,nk = .w 31- - an r 0.75 I I I I I I I I I 0.7, .....Leak ..EIevT4 8049.9.'... ........ ---- ---;-- -- --,__; ; 0.65- --- --'-- -- ---- --- - --- ---I- •'--' - 0.6 11 - -- - ' -- --I-- ---'- --- 1-- I �., 0.55- -f I --- _-.--- ------I ------- ----- '- I I _ u 0.5, - -Ciulveft --.-------- - -- -----.----------- --T LL 0.4= =0.013 r I I I I I I I I I 0.35 -I-- -- - --- ---- 1 --- -- - -I- -1-- 1�=5■011 - I 0.25 - - ' ' ---- - ! - ---- -- -�- - 0-01 �� o0r - - - 0.2 I I I 1 I 0.15 --i- --- -- r--r- --I - --------- ---I-- - -r- 0.1 - - - --r --, - -.---I- - - - r ---I-- , --. --r -- I I I I I I � -i I 0.05. - 1 I I 1 I t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type/1 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD@ 10.00-14 s/n 07691 ©2015 HydroCAD Software Solutions LLC Page 50 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 of 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 of 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) t1=Culvert (Inlet Controls 0.84 cfs @ 2.17 fps) Pond OUT: PROPOSED DISCHARGE PIPE Hydrograph 0.9 -'-- - -- - --= -- --- - 0.84 cfs -' of ow 0:85 -- ------;--;--- -;---; -Primary _._ t I 0.8. - - - -- -- - ------- Ilnflow Area=4.3'I-1-ac- r - r-- ---------- = I I I I I I I I I I I I 0.7 Peak Elev,=4 804.3�1 ' r ; oss: -------- ----- -- --------I- ----------- ----- ------- ---- 0.6: 180'�- ! --- -- - -- ---- -- --- -' -I---- ---' - • 0.55: ------''---- -- - --f- I- - -- I - ---- -- -------- -- -•-- - -- -- --• --I-- - I 0.45- -r ... - --.,- I- -i i -1-- 0.4 0-013 i 0.35 - -- �- -- -- ---------- 0.3 -- � 1----- -- -- -- --=-----L-- -- n 0.15 --r--- --,-- r--r-- ---:- -- i--i---- --r-----I-- -- ------- I I I I I I I 0.1 '--r -- -- '- , --r---- - ------r ----- - +- -- I 0.05 -- - -- -' - -- -I--� - - - : 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post Dev - Matt C 10-21-16 Type 1l 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Page 51 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 of 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 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of Plug-Flow detention time= 5.1 min calculated for 0.092 of(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 of 23.58'W x 134.17'L x 6.58'H Field A 0.478 of Overall - 0.211 of Embedded = 0.267 of x 0.0% Voids #2A 4,804.00' 0.178 of ADS N-12 60 x 18 Inside#1 Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 458.2 cf 3 Rows of 6 Chambers 20.58' Header x 19.30 sf x 2 = 794.6 cf Inside 0.178 of Total Available Storage Storage Group A created with Chamber Wizard Device Routina 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) L2=Culvert (Inlet Controls 0.84 cfs @ 4.26 fps) econdary 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) ertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,803.50' (Free Discharge) 1=Orif ice/G rate ( Controls 0.00 cfs) Post Dev - Matt C 10-21-16 Type 11 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HvdroCADO 10.00-14 s/n 07691 0 2015 HydroCAD Software Solutions LLC Pacie 52 Pond P1: DETENTION - Chamber Wizard Field A Chamber Model=ADS N-12 60 (ADS N-120 Pipe) Inside= 59.5"W x 59.5"H => 19.30 sf x 20.001 = 386.0 cf Outside= 67.0"W x 67.0"H => 22.91 sf x 20.001 = 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 of Overall Storage Efficiency = 37.2% 18 Chambers 771.6 cy Field 431.2 cy Stone Post Dev - Matt C 10-21-16 Type // 24-hr WQ Rainfall=0.50" Prepared by {enter your company name here} Printed 11/8/2016 HydroCAD®10.00-14 s/n 07691 0 2015 HydioCAD Software Solutions LLC Page 53 Pond P1: DETENTION Hydrograph 1.68 cfs ! —Inflow Outflow Primary Inflow Araa=41311 arc -Secondary Tertiary - I 1 1 1 I I 1 II I Peak E lev=4,605.04' - I Storage=0.0�16 of ' I I i 1 I i 1 1 I 1 1 I 1 I I I I I I I I 1 1 I I 1 1 I 1 1 1 1 I 1 I I I w 1 1 I 1 1 I 1 1 1 1 I 1 I 1 1 1 1 I 1 1 1 I 1 I 1 1 1 ;O 0.84 Cf$ I I 1 1 1 I I I 1 1 1 1 1 I I ( 1 I I 1 I 1 I LL 1 I 1 1 1 1 1 I I 1 1 I 1 1 I 1 I I I 1 I 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 I I I 1 1 1 1 1 1 1 I 1 I 1 I 1 1 1 1 I i I I I 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 I I 1 I I 1 1 1 1 I 1 1 1 I 1 1 1 1 I I I 1 1 I 1 1 1 1 I 1 1 1 1 I 1 1 1 I 1 I 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 I I I I 1 1 I 1 1 1 1 I I I 1 1 1 I 1 1 I I 1 I 0.00 CfS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours)