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HomeMy WebLinkAboutTechnical Info Report 05-18-22 1 | P a g e Islamic Life Center Site Development TECHNICAL INFORMATION REPORT Al Salam Foundation Inc. Islamic Life Center May 18, 2022 Client/Owner: Engineer: Al Salam Foundation Inc. Veridus Group, Inc. Ashhar Madni Timothy M. Jensen, PE 9551 Valparaiso CT 6280 N. Shadeland Avenue, Suite A Indianapolis, IN 46268 Indianapolis, IN 46220 2 | P a g e Islamic Life Center Site Development TABLE OF CONTENTS 1. Site Location and Background ................................................................................................... 3 2. Existing Site Conditions ............................................................................................................. 4 • Watershed/Flood Mapping • Site Soils • Site Wetlands • Existing Stormwater Runoff 3. Developed Site Conditions ........................................................................................................ 5 4. Water Quality Treatment .......................................................................................................... 6 5. Conclusion ................................................................................................................................. 6 Appendices A. FEMA Flood Zone Map B. NRCS Soils Information C. Basin/Area Exhibits (Pre- and Post-Development) D. Calculations E. Historical Data 3 | P a g e Islamic Life Center Site Development 1. SITE LOCATION AND BACKGROUND The Islamic Life Center site development project site is located at the northwest corner of 141st St. & Shelbourne Rd. The site is currently an undeveloped lot. Figure 1, below, is a location map of the project site. Figure 2 is a vicinity map showing its existing condition. This project includes the grading, earthwork, construction of the dentition pond and utility construction necessary for the development of the site. Figure 1 4 | P a g e Islamic Life Center Site Development Figure 2 2. EXISITNG CONDITIONS Watershed/Flood Mapping The site is located within the Little Eagle Branch-Woodruff Branch watershed and is located in Zone ‘X’ as indicated on the FEMA flood map in Appendix A. Site Soils The existing soils on the site are Brookston Silty Clay Loam, Crosby Silt Loam, and Urban Land Complexes. Soils data is included in Appendix B. Site Wetlands There are no known wetlands within the project boundaries. 5 | P a g e Islamic Life Center Site Development Existing Stormwater Runoff In the existing condition, the site is split into two watersheds, a Southeast basin and a South basin. The southeast basin flows overland to the west and is collected by the existing storm structure. The south basin flows overland to the west to the existing depression where it ponds, but ultimately discharges to the west of the site and is collected by the existing storm structure. The existing conditions also take into account the fully developed throughfare plan. The existing drainage areas are shown in Appendix C. The discharges for the existing conditions are as follows: Table 1.0 3. DEVELOPED CONDITIONS In the future fully developed condition, the site will consist of a new 13,800 SF building, detention pond, parking, and associated drive. In the developed condition, the south basin will be included both the pre- developed south and southeast basin along with the tenth of an acre from the basin to the North. The curve number of the post developed southern basin is 87. The fully developed throughfare plan is also accounted for developed conditions. The future total disturbed area will be approximately 5.36 Acres with approximately 0.5 acres being the fully developed throughfare. In the developed condition, the existing drainage areas will be modified to accommodate the new building and parking. Now, approximately 4.83 acres of the new south (basin) and 0.52 acres of the fully developed throughfare of the site will flow south through proposed pipe networks into the detention pond and then west to the existing drainage ditch. The new drainage areas are clearly shown in Appendix C. The hydrological and hydraulic calculations were performed with a HydroCAD computer model based on the NRCS TR-55 time of concentration and curve number calculation methodologies. The 24-hour NRCS Type 2 Rainfall distribution was utilized for runoff calculations. Rainfall data was pulled from the City of Carmel Stormwater Technical Standards Manual to determine rainfall depths. In order to release the 0-10-yr storm event at or below 0.1 cfs per acre and the 11-100 yr.-storm event at or below 0.3 cfs per acre for the site, a dry detention pond is proposed to capture the stormwater runoff from BASIN Area(AC)CN 2 year 10 year 100 year 10-Yr** Allowable Discharge(cfs) 100 Yr** Allowable Dischage(cfs) Ex Southeast Basin Sheet Flow(E1)1.88 85 2.53 4.47 9.03 Ex. South Basin Depresssion (E2)1.4 85 2.22 3.9 7.84 Throughfare Plan (E3)0.523 91 1.17 1.86 3.4 Total 3.803 5.92 10.23 20.27 Total After Storm Routing 5.23*10.07*19.34* Existing Conditions & Allowable Discharge *Discharge from the site following storm routing. * *Allowable discshege based on 0.1/acre for 10yr and 0.3/acre for the 100yr 0.38 1.14 6 | P a g e Islamic Life Center Site Development the project site. The stormwater will be conveyed via underground reinforced concrete pipes to the wet detention pond. The wet detention pond calculations utilize a control structure inlet with a proposed 2.6” orifice plate for the 10-year event and a proposed 5.5” orifice plate for the 100-year event that will hold back the increased runoff to the pond to meet the City of Carmel Stormwater Technical Standards Manual, General Release Rates for the site. For constructability purposes the construction documents propose a 6” orifice for both the 10-year storm event and the 100-year storm event. Offsite Runoff Offsite runoff from the south of the proposed lot and southeast of the proposed lot was accounted for. The south lot offsite runoff was routed around the site as it does in the existing conditions. The southeast offsite runoff was routed through the proposed detention basin. Due to the proposed and existing grades causing conflict with the ability to discharge through a secondary outlet, the offsite runoff from the southeast will be routed through the primary outlet. Please see the tables below for the proposed runoff amounts for the 5.63-acre disturbed area and 1.62- acres of offsite runoff. The first table is the runoff utilizing the 3.3” and 4.8” orficie. The second table is the runoff utilizing the 6” orificies: Table 2.0 BASIN Area(AC)CN 10-Yr Discharge(cfs) 10-Yr Required Detention(CF) 100- Yr Discharge(cfs) 100-Yr Required Detention(CF) Detention Provided (CF) Proposed South(P1)4.83 87 21.04 40.42 Proposed Throughfare(P2)0.523 91 1.86 3.4 Offsite Southeast(P3)0.974 85 2.45 4.95 Offsite South(P4)0.646 84 1.73 3.54 Total 6.973 27.08 52.31 Total After Storm Routing Without Offsite 0.37**1.13** Total After Storm Routing With Offsite 2.06***4.55*** **Discharge from the site following storm routing and detention not including offsite. ***Discharge from the site following storm routing and detention including offsite. Proposed Conditions 38,010 73,734 97,580 7 | P a g e Islamic Life Center Site Development Table 3.0 Refer to construction details and HydroCAD Report for additional information. 4. WATER QUALITY TREATMENT Water quality treatment is provided to runoff from the site by the processes of bio-filtration, infiltration and sedimentation. These processes are enabled by the wet detention pond, the aquaswirl BMP, and grading practices to minimize the concentration of runoff directed to vegetated overland flow paths. 5. CONCLUSION The proposed construction will detain the increased runoff within the site, complying with the City of Carmel Stormwater Technical Standards Manual, and eliminating any impact on the drainage of the site and the downstream drainage areas. BASIN Area(AC)CN 10-Yr Discharge(cfs) 10-Yr Required Detention(CF) 100- Yr Discharge(cfs) 100-Yr Required Detention(CF) Detention Provided (CF) Proposed South(P1)4.83 87 21.04 40.42 Proposed Throughfare(P2)0.523 91 1.86 3.4 Offsite Southeast(P3)0.974 85 2.45 4.95 Offsite South(P4)0.646 84 1.73 3.54 Total 6.973 27.08 52.31 Total After Storm Routing Without Offsite 1.31**2.29** Total After Storm Routing With Offsite 2.73***5.76*** **Discharge from the site following storm routing and detention not including offsite. ***Discharge from the site following storm routing and detention including offsite. Proposed Conditions(6-inch orifice) 24,904 55,447 97,580 8 | P a g e Islamic Life Center Site Development Appendix A FEMA Flood Zone Map 9 | P a g e Islamic Life Center Site Development 10 | P a g e Islamic Life Center Site Development Appendix B NRCS Soils Information 11 | P a g e Islamic Life Center Site Development 12 | P a g e Islamic Life Center Site Development 13 | P a g e Islamic Life Center Site Development 14 | P a g e Islamic Life Center Site Development Appendix C Areas Exhibits NSEWFeet0100200 PROP. SOUTH WATERSHED(P1) 4.8 AC. CN=87 TC=5 MIN.SOUTH EAST OFFSITE WATERSHED(P3) 0.974AC. CN=85 TC=20.4 MIN. SOUTH OFFSITE WATERSHED(P2) 0.646 AC. CN=84 TC=17 MIN. PROP.THOROUGHFARE WATERSHED(P2) 0.523 AC. CN=91 TC=15 MIN.UTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTScale: 1" = 80' 6280 N. Shadeland Avenue, Suite A Indianapolis, IN 46220 (317) 598-6647 | www.theveridusgroup.com File:Z:\Projects\2020\0113 - Islamic Life Center\2. Design\Working_Docs\Calcs\ILC Drainage Area Proposed.dwg Saved:6/3/2021 5:08 PM by MJACKSON Print Date:7/26/2021 1:18 PMN S EW Feet 0 80 160 PROPOSED CONDITIONS EXHIBIT 911912Area: 0.11 Ac. Str: 11.3 C: 0.85 Tc: 5.0 min Area: 0.14 Ac. Str: 41 C: 0.85 Tc: 5.0 min Area: 0.14 Ac. Str: 22 C: 0.85 Tc: 5.0 min Area: 0.04 Ac. Str: 21 C: 0.85 Tc: 5.0 min Area: 0.20 Ac. Str: 23 C: 0.85 Tc: 5.0 min Area: 0.19 Ac. Str: 31 C: 0.85 Tc: 5.0 min Area: 0.15 Ac. Str: 11.1 C: 0.85 Tc: 5.0 min Area: 0.14 Ac. Str: 11.4 C: 0.85 Tc: 5.0 min Area: 0.09 Ac. Str: 11 C: 0.85 Tc: 5.0 min STR. 12.1 Type C MH / R-3287-15 / <3681> TR: 912.94 INV(N): 909.11 INV(NW): 908.81 STR. MH-ILC1 48 SANITARY MANHOLE / <3681> TR: 912.46 INV(N): 905.41 INV(S): 905.31 STR. 11.3 Type C MH / R-3286-8V / <3681> TR: 912.48 INV(N): 908.46 INV(SW): 908.56 STR. 11 Type K MH / R-3286-8V / <3681> TR: 912.00 INV(N): 907.22 INV(S): 907.76 INV(E): 907.02 INV(W): 908.29 INV(SE): 907.12 STR. 41 Type C MH / R-2560-EA-E10 CONNECT TO EXISTING 12" CMP / <3681> TR: 912.66 INV(W): 909.10 STR. 40 Type C MH / R-1714 / <3681> TR: 912.88 INV(N): 908.61 INV(E): 908.71 STR. EX.1 EXISTING STRUCTURE / <3681> TR: 909.47 INV(E): 906.44 INV(S): 906.44 STR. MH-ILC1A 48 SANITARY MANHOLE / <3681> TR: 911.00 INV(N): 904.00 INV(W): 903.90 STR. 30 12" CES / <3681> TR: 907.98 INV(NE): 906.75 STR. 31 Type C MH / R-2560-EA-E10 / <3681> TR: 913.24 INV(SW): 909.49 STR. 10 27" CES / <3681> TR: 909.77 INV(W): 906.75 STR. 20 12" CES TR: 908.42 INV(S): 906.75 STR. 22 Type C MH / R-2560-EA-E10 TR: 913.71 INV(W): 909.88 INV(NE): 909.98 STR. 21 Type C MH / R-2560-EA-E10 TR: 912.74 INV(N): 908.89 INV(E): 908.99 STR. 23 Type C MH / R-2560-EA-E10 CONNECT TO EXISITNG 12" CMP TR: 913.96 INV(SW): 910.43 STR. 11.1 12" CES TR: 909.55 INV(E): 908.38 STR. 11.4 12" CES TR: 910.36 INV(NE): 908.70 TR: 913.19 INV(N): 905.86 INV(S): 905.86 STR. OCS 1.0A OCS[SEE DETAIL-C22]/ R-4342 / <3681> TR: 911.52 INV(W): 906.75 Scale: 1:40_XREF 6280 N. Shadeland Avenue, Suite A Indianapolis, IN 46220 (317) 598-6647 | www.theveridusgroup.com File:Z:\Projects\2020\0113 - Islamic Life Center\2. Design\Exhibits\INET EXHIBIT REV 4.dwg Saved:5/18/2022 5:56 PM by NBALENTINE Print Date:5/18/2022 6:00 PMFeet 0 40 80 INLET MAP EXHIBIT - SHEET 1 PROPOSED BUILDING FFE: 920.52' FPG:911.86' LAG: 915.47' Area: 0.53 Ac. Str: 12.1 C: 0.85 Tc: 5.0 min Area: 0.11 Ac. Str: 12 C: 0.85 Tc: 5.0 min Area: 0.09 Ac. Str: 13 C: 0.85 Tc: 5.0 min Area: 0.15 Ac. Str: 14 C: 0.85 Tc: 5.0 min Area: 0.53 Ac. Str: 15 C: 0.85 Tc: 5.0 minArea: 0.18 Ac. Str: 13.1 C: 0.85 Tc: 5.0 min Area: 0.15 Ac. Str: CES 2 C: 0.85 Tc: 5.0 min Area: 0.07 Ac. Str: RD02 C: 0.85 Tc: 5.0 min Area: 0.08 Ac. Str: 12.2 C: 0.85 Tc: 5.0 min Area: 0.08 Ac. Str: 12.2 C: 0.85 Tc: 5.0 min Area: 0.08 Ac. Str: RD05 C: 0.85 Tc: 5.0 min Area: 0.19 Ac. Str: 31 C: 0.85 Tc: 5.0 min Area: 0.15 Ac. Str: 11.1 C: 0.85 Tc: 5.0 min STR. 12.1 Type C MH / R-3287-15 / <3681> TR: 912.94 INV(N): 909.11 STR. 12 Type J MH / R-3286-8V / <3681> TR: 912.90 INV(N): 907.72 INV(S): 907.62 INV(SE): 908.22 STR. 12.2 Type C MH / R-1772 / <3681> TR: 914.13 INV(S): 909.73 INV(N): 909.83 INV(N): 909.83 STR. 3.0 SAN C/O. TYPE 2 / <3681> TR: 914.02 INV(S): 906.83 INV(NE): 906.83 STR. MH-ILC1 48 SANITARY MANHOLE / <3681> STR. 3.4 SAN C/O. TYPE 3. Refer to MEP Plan for Connection to Building / <3681> TR: 915.82 INV(S): 908.33 STR. 11 Type K MH / R-3286-8V / <3681> TR: 912.00 INV(N): 907.22 INV(S): 907.76 STR. RD04 ROOF DRAIN / <3681> TR: 912.93 INV(S): 912.42 INV(E): 912.42 INV(NE): 912.42 STR. SP01 Cleanout. Refer to MEP Plan for Connection to Building and Backflow Preventer / <3681> TR: 912.52 INV(S): 912.00 STR. 31 Type C MH / R-2560-EA-E10 / <3681> TR: 913.24 STR. 13 Type J MH / R-3286-8V TR: 914.00 INV(N): 908.12 INV(S): 908.02 INV(SE): 909.20 INV(NE): 909.20 INV(NW): 908.28 STR. 15 Type C MH / R-3287-15 TR: 913.26 INV(W): 909.56 STR. 13.1 12" CES TR: 909.56 INV(SE): 908.40 STR. CES 2 18" CES TR: 917.86 INV(N): 912.82 STR. CES 3 18" CES TR: 917.46 INV(S): 912.56 STR. 2.0 SAN C/O. TYPE 2 TR: 913.19 INV(N): 905.86 INV(S): 905.86 STR. 3.1 SAN C/O. TYPE 2 TR: 914.62 INV(E): 906.99 INV(SW): 906.99 STR. 4.1 San Cleanout TR: 915.03 INV(S): 909.00 INV(N): -3.65 STR. 14 Type J MH / R-3286-8V TR: 913.61 INV(E): 908.84 INV(S): 908.74 INV(SE): 908.84 Scale: 1:40_XREF 6280 N. Shadeland Avenue, Suite A Indianapolis, IN 46220 (317) 598-6647 | www.theveridusgroup.com File:Z:\Projects\2020\0113 - Islamic Life Center\2. Design\Exhibits\INET EXHIBIT REV 4.dwg Saved:5/18/2022 4:37 PM by NBALENTINE Print Date:5/18/2022 5:55 PMFeet 0 40 80 INLET MAP EXHIBIT - SHEET 2 15 | P a g e Islamic Life Center Site Development Appendix D Calculations Clogging 50% Orifice Coeff 0.6 Weir Coeff 3.3 Structure # Type Intake Area(sq. ft) Weir Perimeter (lf)Capacity(cfs) @50% Height(ft) Capacity(cfs) H(ft) Q10yr(cfs) C I Area(ac) 41 R-2560-EA-E10 1.8 6.7 6.128 0.039 3.91 0.163 0.728 0.85 6.12 0.14 31 R-2560-EA-E10 1.8 6.7 6.128 0.053 3.91 0.200 0.988 0.85 6.12 0.19 21 R-2560-EA-E10 1.8 6.7 3.064 0.011 3.91 0.071 0.208 0.85 6.12 0.04 22 R-2560-EA-E10 1.8 6.7 6.128 0.167 5.72 0.335 0.728 0.85 6.12 0.14 23 R-2560-EA-E10 1.8 6.7 6.128 0.055 3.91 0.207 1.040 0.85 6.12 0.20 11.3 R-3286-8V 0.7 4.4 6.128 0.167 5.72 0.335 0.572 0.85 6.12 0.11 11 R-3286-8V 0.7 4.4 6.128 0.167 5.72 0.335 0.468 0.85 6.12 0.09 12 R-3286-8V 0.7 4.4 3.064 0.167 5.72 0.335 0.572 0.85 6.12 0.11 13 R-3286-8V 0.7 4.4 6.128 0.167 5.72 0.335 0.047 0.85 6.12 0.01 14 R-3286-8V 0.7 4.4 1.192 0.275 2.57 0.226 0.780 0.85 6.12 0.15 15 R-3287-15 3.2 7.5 6.128 0.167 5.72 0.335 2.757 0.85 6.12 0.53 12.1 R-3287-15 3.2 7.5 6.128 0.046 4.38 0.368 2.757 0.85 6.12 0.53 WeirOrifice ILC Inlet Capacity Table E1 EX. South Basin Sheet Flow E2 South Basin to depression E3 ThroughFare Plan 1P Existing Depression 1L Combined disharge Routing Diagram for ILC Existing Conditions Prepared by Veridus Group, Printed 7/26/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Existing Conditons ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 2HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.199 80 >75% Grass cover, Good, HSG D (E3) 0.324 98 Paved roads w/curbs & sewers, HSG D (E3) 3.280 85 Row crops, straight row, Good, HSG C (E1, E2) 3.803 86 TOTAL AREA ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.880 ac 0.00% Impervious Runoff Depth>4.42"Subcatchment E1: EX. South Basin Sheet Flow Length=362' Tc=22.6 min CN=85 Runoff=9.03 cfs 0.692 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>4.42"Subcatchment E2: South Basin to Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 Runoff=7.84 cfs 0.516 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth>5.06"Subcatchment E3: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.220 af Peak Elev=911.07' Storage=1,927 cf Inflow=7.84 cfs 0.516 afPond 1P: Existing Depression Outflow=8.01 cfs 0.485 af Inflow=19.34 cfs 1.397 afLink 1L: Combined disharge Primary=19.34 cfs 1.397 af Total Runoff Area = 3.803 ac Runoff Volume = 1.429 af Average Runoff Depth = 4.51" 91.48% Pervious = 3.479 ac 8.52% Impervious = 0.324 ac ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX. South Basin Sheet Flow Runoff = 9.03 cfs @ 12.15 hrs, Volume= 0.692 af, Depth> 4.42" 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 Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 1.880 85 Row crops, straight row, Good, HSG C 1.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0094 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 6.6 262 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.6 362 Total Subcatchment E1: EX. South Basin Sheet Flow Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=1.880 ac Runoff Volume=0.692 af Runoff Depth>4.42" Flow Length=362' Tc=22.6 min CN=85 9.03 cfs ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Basin to depression Runoff = 7.84 cfs @ 12.09 hrs, Volume= 0.516 af, Depth> 4.42" 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 Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 1.400 85 Row crops, straight row, Good, HSG C 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 1.3 54 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.9 154 Total Subcatchment E2: South Basin to depression Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=1.400 ac Runoff Volume=0.516 af Runoff Depth>4.42" Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 7.84 cfs ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.220 af, Depth> 5.06" 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 Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment E3: ThroughFare Plan Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.220 af Runoff Depth>5.06" Tc=15.0 min CN=91 3.40 cfs ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Depression Inflow Area = 1.400 ac, 0.00% Impervious, Inflow Depth > 4.42" for Carmel 100yr,24hr event Inflow = 7.84 cfs @ 12.09 hrs, Volume= 0.516 af Outflow = 8.01 cfs @ 12.07 hrs, Volume= 0.485 af, Atten= 0%, Lag= 0.0 min Primary = 8.01 cfs @ 12.07 hrs, Volume= 0.485 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 911.07' @ 12.07 hrs Surf.Area= 12,045 sf Storage= 1,927 cf Plug-Flow detention time= 40.8 min calculated for 0.483 af (94% of inflow) Center-of-Mass det. time= 18.4 min ( 786.6 - 768.1 ) Volume Invert Avail.Storage Storage Description #1 910.52' 1,927 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 910.52 0 0.0 0 0 0 911.00 12,045 486.0 1,927 1,927 18,796 Device Routing Invert Outlet Devices #1 Primary 910.94'58.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=7.76 cfs @ 12.07 hrs HW=911.07' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.76 cfs @ 1.02 fps) ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Depression Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.400 ac Peak Elev=911.07' Storage=1,927 cf 7.84 cfs 8.01 cfs ILC Existing Conditons Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: Combined disharge Inflow Area = 3.803 ac, 8.52% Impervious, Inflow Depth > 4.41" for Carmel 100yr,24hr event Inflow = 19.34 cfs @ 12.11 hrs, Volume= 1.397 af Primary = 19.34 cfs @ 12.11 hrs, Volume= 1.397 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Combined disharge Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.803 ac 19.34 cfs 19.34 cfs ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.880 ac 0.00% Impervious Runoff Depth>2.13"Subcatchment E1: EX. South Basin Sheet Flow Length=362' Tc=22.6 min CN=85 Runoff=4.47 cfs 0.334 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>2.13"Subcatchment E2: South Basin to Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 Runoff=3.90 cfs 0.249 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth>2.67"Subcatchment E3: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.86 cfs 0.116 af Peak Elev=911.03' Storage=1,927 cf Inflow=3.90 cfs 0.249 afPond 1P: Existing Depression Outflow=4.22 cfs 0.218 af Inflow=10.03 cfs 0.668 afLink 1L: Combined disharge Primary=10.03 cfs 0.668 af Total Runoff Area = 3.803 ac Runoff Volume = 0.699 af Average Runoff Depth = 2.21" 91.48% Pervious = 3.479 ac 8.52% Impervious = 0.324 ac ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX. South Basin Sheet Flow Runoff = 4.47 cfs @ 12.16 hrs, Volume= 0.334 af, Depth> 2.13" 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 Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 1.880 85 Row crops, straight row, Good, HSG C 1.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0094 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 6.6 262 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.6 362 Total Subcatchment E1: EX. South Basin Sheet Flow Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)5 4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=1.880 ac Runoff Volume=0.334 af Runoff Depth>2.13" Flow Length=362' Tc=22.6 min CN=85 4.47 cfs ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 12HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Basin to depression Runoff = 3.90 cfs @ 12.09 hrs, Volume= 0.249 af, Depth> 2.13" 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 Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 1.400 85 Row crops, straight row, Good, HSG C 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 1.3 54 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.9 154 Total Subcatchment E2: South Basin to depression Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=1.400 ac Runoff Volume=0.249 af Runoff Depth>2.13" Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 3.90 cfs ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 13HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.116 af, Depth> 2.67" 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 Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment E3: ThroughFare Plan Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.523 ac Runoff Volume=0.116 af Runoff Depth>2.67" Tc=15.0 min CN=91 1.86 cfs ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 14HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Depression Inflow Area = 1.400 ac, 0.00% Impervious, Inflow Depth > 2.13" for Carmel 10yr,24hr event Inflow = 3.90 cfs @ 12.09 hrs, Volume= 0.249 af Outflow = 4.22 cfs @ 12.06 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary = 4.22 cfs @ 12.06 hrs, Volume= 0.218 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 911.03' @ 12.06 hrs Surf.Area= 12,045 sf Storage= 1,927 cf Plug-Flow detention time= 61.1 min calculated for 0.218 af (88% of inflow) Center-of-Mass det. time= 22.2 min ( 807.0 - 784.8 ) Volume Invert Avail.Storage Storage Description #1 910.52' 1,927 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 910.52 0 0.0 0 0 0 911.00 12,045 486.0 1,927 1,927 18,796 Device Routing Invert Outlet Devices #1 Primary 910.94'58.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.97 cfs @ 12.06 hrs HW=911.02' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.97 cfs @ 0.81 fps) ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 15HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Depression Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.400 ac Peak Elev=911.03' Storage=1,927 cf 3.90 cfs 4.22 cfs ILC Existing Conditons Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 16HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: Combined disharge Inflow Area = 3.803 ac, 8.52% Impervious, Inflow Depth > 2.11" for Carmel 10yr,24hr event Inflow = 10.03 cfs @ 12.13 hrs, Volume= 0.668 af Primary = 10.03 cfs @ 12.13 hrs, Volume= 0.668 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Combined disharge Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.803 ac 10.03 cfs 10.03 cfs ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 17HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.880 ac 0.00% Impervious Runoff Depth>1.19"Subcatchment E1: EX. South Basin Sheet Flow Length=362' Tc=22.6 min CN=85 Runoff=2.53 cfs 0.187 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>1.20"Subcatchment E2: South Basin to Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 Runoff=2.22 cfs 0.140 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth>1.63"Subcatchment E3: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.17 cfs 0.071 af Peak Elev=910.99' Storage=1,810 cf Inflow=2.22 cfs 0.140 afPond 1P: Existing Depression Outflow=1.82 cfs 0.109 af Inflow=5.23 cfs 0.368 afLink 1L: Combined disharge Primary=5.23 cfs 0.368 af Total Runoff Area = 3.803 ac Runoff Volume = 0.398 af Average Runoff Depth = 1.26" 91.48% Pervious = 3.479 ac 8.52% Impervious = 0.324 ac ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 18HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX. South Basin Sheet Flow Runoff = 2.53 cfs @ 12.16 hrs, Volume= 0.187 af, Depth> 1.19" 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 Carmel 2yr,24hr Rainfall=2.66" Area (ac) CN Description 1.880 85 Row crops, straight row, Good, HSG C 1.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 100 0.0094 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 6.6 262 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.6 362 Total Subcatchment E1: EX. South Basin Sheet Flow Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=1.880 ac Runoff Volume=0.187 af Runoff Depth>1.19" Flow Length=362' Tc=22.6 min CN=85 2.53 cfs ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 19HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Basin to depression Runoff = 2.22 cfs @ 12.10 hrs, Volume= 0.140 af, Depth> 1.20" 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 Carmel 2yr,24hr Rainfall=2.66" Area (ac) CN Description 1.400 85 Row crops, straight row, Good, HSG C 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 1.3 54 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.9 154 Total Subcatchment E2: South Basin to depression Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=1.400 ac Runoff Volume=0.140 af Runoff Depth>1.20" Flow Length=154' Slope=0.0100 '/' Tc=16.9 min CN=85 2.22 cfs ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 20HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: ThroughFare Plan Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 1.63" 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 Carmel 2yr,24hr Rainfall=2.66" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment E3: ThroughFare Plan Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.523 ac Runoff Volume=0.071 af Runoff Depth>1.63" Tc=15.0 min CN=91 1.17 cfs ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 21HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Depression Inflow Area = 1.400 ac, 0.00% Impervious, Inflow Depth > 1.20" for Carmel 2yr,24hr event Inflow = 2.22 cfs @ 12.10 hrs, Volume= 0.140 af Outflow = 1.82 cfs @ 12.18 hrs, Volume= 0.109 af, Atten= 18%, Lag= 5.3 min Primary = 1.82 cfs @ 12.18 hrs, Volume= 0.109 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 910.99' @ 12.18 hrs Surf.Area= 11,551 sf Storage= 1,810 cf Plug-Flow detention time= 88.5 min calculated for 0.109 af (78% of inflow) Center-of-Mass det. time= 31.5 min ( 828.8 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 910.52' 1,927 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 910.52 0 0.0 0 0 0 911.00 12,045 486.0 1,927 1,927 18,796 Device Routing Invert Outlet Devices #1 Primary 910.94'58.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=1.79 cfs @ 12.18 hrs HW=910.99' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.79 cfs @ 0.62 fps) ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 22HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Depression Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.400 ac Peak Elev=910.99' Storage=1,810 cf 2.22 cfs 1.82 cfs ILC Existing Conditons Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Existing Conditions Printed 7/26/2021Prepared by Veridus Group Page 23HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: Combined disharge Inflow Area = 3.803 ac, 8.52% Impervious, Inflow Depth > 1.16" for Carmel 2yr,24hr event Inflow = 5.23 cfs @ 12.16 hrs, Volume= 0.368 af Primary = 5.23 cfs @ 12.16 hrs, Volume= 0.368 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Combined disharge Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)5 4 3 2 1 0 Inflow Area=3.803 ac 5.23 cfs 5.23 cfs P1 Prop South P2 ThroughFare Plan 2P Proposed Wet Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 Carmel 100yr,24hr Type II 24-hr Default 24.00 1 6.46 2 2 Carmel 10yr,24hr Type II 24-hr Default 24.00 1 3.83 2 ILC Wet Pond Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=4.834 ac Runoff Volume=1.997 af Runoff Depth=4.96" Tc=5.0 min CN=87 40.42 cfs ILC Wet Pond Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.236 af Runoff Depth=5.41" Tc=15.0 min CN=91 3.40 cfs ILC Wet Pond Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Wet Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 5.00" for Carmel 100yr,24hr event Inflow = 42.81 cfs @ 11.95 hrs, Volume= 2.233 af Outflow = 1.13 cfs @ 14.50 hrs, Volume= 1.851 af, Atten= 97%, Lag= 152.7 min Primary = 1.13 cfs @ 14.50 hrs, Volume= 1.851 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 909.86' @ 14.50 hrs Surf.Area= 24,562 sf Storage= 65,541 cf Plug-Flow detention time= 741.1 min calculated for 1.849 af (83% of inflow) Center-of-Mass det. time= 668.9 min ( 1,456.4 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.13 cfs @ 14.50 hrs HW=909.86' (Free Discharge) 1=Culvert (Passes 1.13 cfs of 6.83 cfs potential flow) 2=Orifice (Orifice Controls 0.49 cfs @ 8.30 fps) 3=Orifice/Grate (Orifice Controls 0.64 cfs @ 5.10 fps) ILC Wet Pond Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 2P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.357 ac Peak Elev=909.86' Storage=65,541 cf 42.81 cfs 1.13 cfs ILC Wet Pond Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 4.15" for Carmel 100yr,24hr event Inflow = 1.13 cfs @ 14.50 hrs, Volume= 1.851 af Primary = 1.13 cfs @ 14.50 hrs, Volume= 1.851 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=5.357 ac 1.13 cfs 1.13 cfs ILC Wet Pond Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=4.834 ac Runoff Volume=1.000 af Runoff Depth=2.48" Tc=5.0 min CN=87 21.04 cfs ILC Wet Pond Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.523 ac Runoff Volume=0.124 af Runoff Depth=2.85" Tc=15.0 min CN=91 1.86 cfs ILC Wet Pond Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Wet Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 2.52" for Carmel 10yr,24hr event Inflow = 22.33 cfs @ 11.96 hrs, Volume= 1.124 af Outflow = 0.37 cfs @ 17.41 hrs, Volume= 0.904 af, Atten= 98%, Lag= 327.0 min Primary = 0.37 cfs @ 17.41 hrs, Volume= 0.904 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 908.54' @ 17.41 hrs Surf.Area= 21,544 sf Storage= 35,162 cf Plug-Flow detention time= 938.0 min calculated for 0.904 af (80% of inflow) Center-of-Mass det. time= 857.5 min ( 1,664.3 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 17.41 hrs HW=908.54' (Free Discharge) 1=Culvert (Passes 0.37 cfs of 4.28 cfs potential flow) 2=Orifice (Orifice Controls 0.37 cfs @ 6.19 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.15 fps) ILC Wet Pond Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 2P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.357 ac Peak Elev=908.54' Storage=35,162 cf 22.33 cfs 0.37 cfs ILC Wet Pond Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 2.03" for Carmel 10yr,24hr event Inflow = 0.37 cfs @ 17.41 hrs, Volume= 0.904 af Primary = 0.37 cfs @ 17.41 hrs, Volume= 0.904 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5.357 ac 0.37 cfs 0.37 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 3P Proposed Wet Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=4.834 ac Runoff Volume=1.997 af Runoff Depth=4.96" Tc=5.0 min CN=87 40.42 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.236 af Runoff Depth=5.41" Tc=15.0 min CN=91 3.40 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.974 85 1/2 acre lots, 25% imp, HSG D 0.731 75.00% Pervious Area 0.244 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0076 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 2.7 222 0.0073 1.38 Shallow Concentrated Flow, Residential Unpaved Kv= 16.1 fps 0.3 30 0.0079 1.75 1.37 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 20.4 352 Total Subcatchment P3: SE Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.974 ac Runoff Volume=0.385 af Runoff Depth=4.74" Flow Length=352' Tc=20.4 min CN=85 4.95 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" Routed to Link 1L : (new Link) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.646 84 1 acre lots, 20% imp, HSG D 0.517 80.00% Pervious Area 0.129 20.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0097 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 0.7 57 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 36 0.0033 1.13 0.89 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 17.0 193 Total Subcatchment P4: South Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.646 ac Runoff Volume=0.249 af Runoff Depth=4.63" Flow Length=193' Tc=17.0 min CN=84 3.54 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 4.96" for Carmel 100yr,24hr event Inflow = 45.57 cfs @ 11.96 hrs, Volume= 2.618 af Outflow = 1.29 cfs @ 14.70 hrs, Volume= 2.177 af, Atten= 97%, Lag= 164.7 min Primary = 1.29 cfs @ 14.70 hrs, Volume= 2.177 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.32' @ 14.70 hrs Surf.Area= 25,656 sf Storage= 77,042 cf Plug-Flow detention time= 732.8 min calculated for 2.174 af (83% of inflow) Center-of-Mass det. time= 661.2 min ( 1,451.8 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.29 cfs @ 14.70 hrs HW=910.32' (Free Discharge) 1=Culvert (Passes 1.29 cfs of 7.52 cfs potential flow) 2=Orifice (Orifice Controls 0.53 cfs @ 8.92 fps) 3=Orifice/Grate (Orifice Controls 0.76 cfs @ 6.05 fps) ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.331 ac Peak Elev=910.32' Storage=77,042 cf 45.57 cfs 1.29 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 4.17" for Carmel 100yr,24hr event Inflow = 4.55 cfs @ 12.09 hrs, Volume= 2.426 af Primary = 4.55 cfs @ 12.09 hrs, Volume= 2.426 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=6.977 ac 4.55 cfs 4.55 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=4.834 ac Runoff Volume=1.000 af Runoff Depth=2.48" Tc=5.0 min CN=87 21.04 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.523 ac Runoff Volume=0.124 af Runoff Depth=2.85" Tc=15.0 min CN=91 1.86 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 2.45 cfs @ 12.13 hrs, Volume= 0.187 af, Depth= 2.31" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.974 85 1/2 acre lots, 25% imp, HSG D 0.731 75.00% Pervious Area 0.244 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0076 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 2.7 222 0.0073 1.38 Shallow Concentrated Flow, Residential Unpaved Kv= 16.1 fps 0.3 30 0.0079 1.75 1.37 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 20.4 352 Total Subcatchment P3: SE Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.974 ac Runoff Volume=0.187 af Runoff Depth=2.31" Flow Length=352' Tc=20.4 min CN=85 2.45 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.120 af, Depth= 2.22" Routed to Link 1L : (new Link) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.646 84 1 acre lots, 20% imp, HSG D 0.517 80.00% Pervious Area 0.129 20.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0097 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 0.7 57 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 36 0.0033 1.13 0.89 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 17.0 193 Total Subcatchment P4: South Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.646 ac Runoff Volume=0.120 af Runoff Depth=2.22" Flow Length=193' Tc=17.0 min CN=84 1.73 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 2.49" for Carmel 10yr,24hr event Inflow = 23.63 cfs @ 11.96 hrs, Volume= 1.311 af Outflow = 0.52 cfs @ 16.01 hrs, Volume= 1.044 af, Atten= 98%, Lag= 243.1 min Primary = 0.52 cfs @ 16.01 hrs, Volume= 1.044 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 908.77' @ 16.01 hrs Surf.Area= 22,061 sf Storage= 40,226 cf Plug-Flow detention time= 902.1 min calculated for 1.044 af (80% of inflow) Center-of-Mass det. time= 819.6 min ( 1,629.5 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.52 cfs @ 16.01 hrs HW=908.77' (Free Discharge) 1=Culvert (Passes 0.52 cfs of 4.83 cfs potential flow) 2=Orifice (Orifice Controls 0.39 cfs @ 6.61 fps) 3=Orifice/Grate (Orifice Controls 0.13 cfs @ 1.65 fps) ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.331 ac Peak Elev=908.77' Storage=40,226 cf 23.63 cfs 0.52 cfs ILC Wet Pond Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 2.00" for Carmel 10yr,24hr event Inflow = 2.06 cfs @ 12.10 hrs, Volume= 1.164 af Primary = 2.06 cfs @ 12.10 hrs, Volume= 1.164 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=6.977 ac 2.06 cfs 2.06 cfs Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, May 16 2022 ILC Emergency Overflow Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 45.00 Total Depth (ft) = 2.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.00 Q (cfs) = 450.68 Area (sqft) = 106.00 Velocity (ft/s) = 4.25 Top Width (ft) = 61.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Depth (ft)Depth (ft)ILC Emergency Overflow -1.00 -1.00 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Length (ft)Weir W.S. Description:Islamic Life Center Reviewing Entity: Job Number: Date:05/17/22 Retention Pond 90% Pond Volume Restored after 24hr, 100-yr Event 58,156.00 Total Detention Volume Capacity (cf): Max storage capacity (909.86') 5,815.60 10% Detention Volume Capacity (cf) 3,262.00 Stored Volume after 48 hours (cf): Volume @72hrs elevation (906.93') Stored volume after 48 hours is less than 10% of detention volume capacity Therefore, greater than 90% of storage capacity returned within 48 hours Water Elevation ft Available Storage cu ft 906.75 (Normal Pool)58,156.00 909.86 (max capacity)- 54,894.00 907.64 After 48 hrs of 100 year storm (72 hrs) 2020.01113 PROPOSED STORMWATER SYSTEM 90% Storage Calculations Job Information City of Carmel ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 1HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Wet Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 5.00" for Carmel 100yr,24hr event Inflow = 42.81 cfs @ 11.95 hrs, Volume= 2.233 af Outflow = 1.13 cfs @ 14.50 hrs, Volume= 2.158 af, Atten= 97%, Lag= 152.7 min Primary = 1.13 cfs @ 14.50 hrs, Volume= 2.158 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 909.86' @ 14.50 hrs Surf.Area= 24,562 sf Storage= 65,541 cf Plug-Flow detention time= 974.1 min calculated for 2.158 af (97% of inflow) Center-of-Mass det. time= 953.8 min ( 1,741.3 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.13 cfs @ 14.50 hrs HW=909.86' (Free Discharge) 1=Culvert (Passes 1.13 cfs of 6.83 cfs potential flow) 2=Orifice (Orifice Controls 0.49 cfs @ 8.30 fps) 3=Orifice/Grate (Orifice Controls 0.64 cfs @ 5.10 fps) ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 2P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.357 ac Peak Elev=909.86' Storage=65,541 cf 42.81 cfs 1.13 cfs ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 906.75 0.00 0.25 0.00 0 906.75 0.00 0.50 0.00 0 906.75 0.00 0.75 0.00 0 906.75 0.00 1.00 0.00 0 906.75 0.00 1.25 0.00 0 906.75 0.00 1.50 0.00 0 906.75 0.00 1.75 0.00 0 906.75 0.00 2.00 0.00 0 906.75 0.00 2.25 0.00 0 906.75 0.00 2.50 0.00 0 906.75 0.00 2.75 0.00 0 906.75 0.00 3.00 0.00 0 906.75 0.00 3.25 0.00 1 906.75 0.00 3.50 0.00 4 906.75 0.00 3.75 0.01 9 906.75 0.00 4.00 0.01 15 906.75 0.00 4.25 0.03 31 906.75 0.00 4.50 0.04 61 906.75 0.00 4.75 0.06 105 906.76 0.00 5.00 0.08 165 906.76 0.00 5.25 0.09 241 906.76 0.00 5.50 0.11 333 906.77 0.00 5.75 0.13 442 906.77 0.00 6.00 0.15 568 906.78 0.00 6.25 0.17 712 906.79 0.00 6.50 0.20 874 906.80 0.01 6.75 0.22 1,054 906.81 0.01 7.00 0.24 1,251 906.82 0.01 7.25 0.26 1,464 906.83 0.02 7.50 0.28 1,694 906.84 0.02 7.75 0.31 1,941 906.86 0.02 8.00 0.33 2,203 906.87 0.03 8.25 0.37 2,486 906.89 0.04 8.50 0.43 2,811 906.91 0.05 8.75 0.50 3,182 906.93 0.06 9.00 0.57 3,602 906.95 0.07 9.25 0.61 4,064 906.98 0.08 9.50 0.63 4,541 907.00 0.10 9.75 0.71 5,045 907.03 0.11 10.00 0.82 5,627 907.06 0.12 10.25 0.96 6,309 907.10 0.13 10.50 1.13 7,125 907.14 0.14 10.75 1.37 8,107 907.20 0.16 11.00 1.67 9,323 907.26 0.17 11.25 2.21 10,871 907.34 0.19 11.50 2.93 12,993 907.45 0.22 11.75 14.19 19,105 907.77 0.27 12.00 37.16 45,179 909.00 0.72 12.25 6.21 57,212 909.52 1.00 12.50 3.61 60,585 909.66 1.06 ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond (continued) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 12.75 2.61 62,300 909.73 1.08 13.00 2.17 63,464 909.78 1.10 13.25 1.87 64,269 909.81 1.11 13.50 1.64 64,841 909.83 1.12 13.75 1.45 65,213 909.85 1.13 14.00 1.29 65,428 909.86 1.13 14.25 1.19 65,516 909.86 1.13 14.50 1.13 65,542 909.86 1.13 14.75 1.08 65,516 909.86 1.13 15.00 1.02 65,439 909.86 1.13 15.25 0.96 65,312 909.85 1.13 15.50 0.90 65,135 909.84 1.13 15.75 0.85 64,909 909.83 1.12 16.00 0.79 64,635 909.82 1.12 16.25 0.75 64,320 909.81 1.12 16.50 0.73 63,988 909.80 1.11 16.75 0.71 63,642 909.78 1.10 17.00 0.69 63,283 909.77 1.10 17.25 0.67 62,910 909.75 1.09 17.50 0.65 62,524 909.74 1.09 17.75 0.63 62,125 909.72 1.08 18.00 0.61 61,714 909.70 1.07 18.25 0.59 61,290 909.69 1.07 18.50 0.57 60,854 909.67 1.06 18.75 0.55 60,405 909.65 1.05 19.00 0.53 59,945 909.63 1.04 19.25 0.51 59,473 909.61 1.04 19.50 0.49 58,990 909.59 1.03 19.75 0.46 58,496 909.57 1.02 20.00 0.44 57,991 909.55 1.01 20.25 0.43 57,479 909.53 1.00 20.50 0.43 56,970 909.51 0.99 20.75 0.43 56,466 909.48 0.98 21.00 0.42 55,966 909.46 0.97 21.25 0.42 55,471 909.44 0.96 21.50 0.41 54,981 909.42 0.95 21.75 0.41 54,495 909.40 0.95 22.00 0.40 54,015 909.38 0.94 22.25 0.40 53,539 909.36 0.93 22.50 0.40 53,068 909.34 0.92 22.75 0.39 52,603 909.32 0.91 23.00 0.39 52,142 909.30 0.90 23.25 0.38 51,687 909.28 0.89 23.50 0.38 51,236 909.26 0.88 23.75 0.38 50,791 909.24 0.87 24.00 0.37 50,351 909.22 0.86 24.25 0.01 49,704 909.19 0.84 24.50 0.00 48,959 909.16 0.82 24.75 0.00 48,225 909.13 0.81 25.00 0.00 47,508 909.10 0.79 25.25 0.00 46,808 909.07 0.77 ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond (continued) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 25.50 0.00 46,124 909.04 0.75 25.75 0.00 45,459 909.01 0.73 26.00 0.00 44,811 908.98 0.71 26.25 0.00 44,181 908.95 0.69 26.50 0.00 43,570 908.92 0.67 26.75 0.00 42,978 908.90 0.65 27.00 0.00 42,407 908.87 0.62 27.25 0.00 41,859 908.85 0.60 27.50 0.00 41,333 908.82 0.57 27.75 0.00 40,830 908.80 0.55 28.00 0.00 40,348 908.78 0.52 28.25 0.00 39,885 908.76 0.50 28.50 0.00 39,441 908.74 0.48 28.75 0.00 39,013 908.72 0.47 29.00 0.00 38,601 908.70 0.45 29.25 0.00 38,203 908.68 0.44 29.50 0.00 37,817 908.66 0.42 29.75 0.00 37,442 908.65 0.41 30.00 0.00 37,078 908.63 0.40 30.25 0.00 36,721 908.61 0.39 30.50 0.00 36,372 908.60 0.38 30.75 0.00 36,029 908.58 0.38 31.00 0.00 35,691 908.57 0.37 31.25 0.00 35,356 908.55 0.37 31.50 0.00 35,024 908.54 0.37 31.75 0.00 34,694 908.52 0.37 32.00 0.00 34,366 908.50 0.36 32.25 0.00 34,040 908.49 0.36 32.50 0.00 33,715 908.47 0.36 32.75 0.00 33,391 908.46 0.36 33.00 0.00 33,069 908.44 0.36 33.25 0.00 32,749 908.43 0.36 33.50 0.00 32,430 908.41 0.35 33.75 0.00 32,113 908.40 0.35 34.00 0.00 31,797 908.38 0.35 34.25 0.00 31,483 908.37 0.35 34.50 0.00 31,170 908.35 0.35 34.75 0.00 30,859 908.34 0.34 35.00 0.00 30,550 908.33 0.34 35.25 0.00 30,242 908.31 0.34 35.50 0.00 29,936 908.30 0.34 35.75 0.00 29,631 908.28 0.34 36.00 0.00 29,328 908.27 0.34 36.25 0.00 29,026 908.25 0.33 36.50 0.00 28,727 908.24 0.33 36.75 0.00 28,428 908.22 0.33 37.00 0.00 28,131 908.21 0.33 37.25 0.00 27,836 908.20 0.33 37.50 0.00 27,543 908.18 0.33 37.75 0.00 27,251 908.17 0.32 38.00 0.00 26,960 908.15 0.32 ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond (continued) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 38.25 0.00 26,671 908.14 0.32 38.50 0.00 26,384 908.13 0.32 38.75 0.00 26,099 908.11 0.32 39.00 0.00 25,815 908.10 0.31 39.25 0.00 25,532 908.08 0.31 39.50 0.00 25,251 908.07 0.31 39.75 0.00 24,972 908.06 0.31 40.00 0.00 24,695 908.04 0.31 40.25 0.00 24,419 908.03 0.31 40.50 0.00 24,145 908.02 0.30 40.75 0.00 23,872 908.00 0.30 41.00 0.00 23,601 907.99 0.30 41.25 0.00 23,331 907.98 0.30 41.50 0.00 23,064 907.96 0.30 41.75 0.00 22,797 907.95 0.29 42.00 0.00 22,533 907.94 0.29 42.25 0.00 22,270 907.92 0.29 42.50 0.00 22,009 907.91 0.29 42.75 0.00 21,749 907.90 0.29 43.00 0.00 21,491 907.89 0.29 43.25 0.00 21,235 907.87 0.28 43.50 0.00 20,980 907.86 0.28 43.75 0.00 20,727 907.85 0.28 44.00 0.00 20,476 907.83 0.28 44.25 0.00 20,226 907.82 0.28 44.50 0.00 19,978 907.81 0.27 44.75 0.00 19,732 907.80 0.27 45.00 0.00 19,487 907.79 0.27 45.25 0.00 19,244 907.77 0.27 45.50 0.00 19,003 907.76 0.27 45.75 0.00 18,763 907.75 0.27 46.00 0.00 18,525 907.74 0.26 46.25 0.00 18,289 907.72 0.26 46.50 0.00 18,054 907.71 0.26 46.75 0.00 17,821 907.70 0.26 47.00 0.00 17,590 907.69 0.26 47.25 0.00 17,360 907.68 0.25 47.50 0.00 17,132 907.67 0.25 47.75 0.00 16,906 907.65 0.25 48.00 0.00 16,681 907.64 0.25 48.25 0.00 16,458 907.63 0.25 48.50 0.00 16,237 907.62 0.24 48.75 0.00 16,018 907.61 0.24 49.00 0.00 15,800 907.60 0.24 49.25 0.00 15,584 907.59 0.24 49.50 0.00 15,369 907.58 0.24 49.75 0.00 15,156 907.57 0.24 50.00 0.00 14,945 907.55 0.23 50.25 0.00 14,736 907.54 0.23 50.50 0.00 14,529 907.53 0.23 50.75 0.00 14,323 907.52 0.23 ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond (continued) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 51.00 0.00 14,118 907.51 0.23 51.25 0.00 13,916 907.50 0.22 51.50 0.00 13,715 907.49 0.22 51.75 0.00 13,516 907.48 0.22 52.00 0.00 13,319 907.47 0.22 52.25 0.00 13,123 907.46 0.22 52.50 0.00 12,930 907.45 0.21 52.75 0.00 12,737 907.44 0.21 53.00 0.00 12,547 907.43 0.21 53.25 0.00 12,358 907.42 0.21 53.50 0.00 12,171 907.41 0.21 53.75 0.00 11,986 907.40 0.20 54.00 0.00 11,803 907.39 0.20 54.25 0.00 11,621 907.38 0.20 54.50 0.00 11,441 907.37 0.20 54.75 0.00 11,263 907.36 0.20 55.00 0.00 11,086 907.35 0.20 55.25 0.00 10,912 907.34 0.19 55.50 0.00 10,739 907.34 0.19 55.75 0.00 10,567 907.33 0.19 56.00 0.00 10,398 907.32 0.19 56.25 0.00 10,230 907.31 0.19 56.50 0.00 10,064 907.30 0.18 56.75 0.00 9,900 907.29 0.18 57.00 0.00 9,737 907.28 0.18 57.25 0.00 9,576 907.27 0.18 57.50 0.00 9,417 907.27 0.18 57.75 0.00 9,260 907.26 0.17 58.00 0.00 9,105 907.25 0.17 58.25 0.00 8,951 907.24 0.17 58.50 0.00 8,799 907.23 0.17 58.75 0.00 8,649 907.22 0.17 59.00 0.00 8,501 907.22 0.16 59.25 0.00 8,354 907.21 0.16 59.50 0.00 8,209 907.20 0.16 59.75 0.00 8,066 907.19 0.16 60.00 0.00 7,925 907.19 0.16 60.25 0.00 7,785 907.18 0.15 60.50 0.00 7,648 907.17 0.15 60.75 0.00 7,512 907.16 0.15 61.00 0.00 7,378 907.16 0.15 61.25 0.00 7,245 907.15 0.15 61.50 0.00 7,115 907.14 0.14 61.75 0.00 6,986 907.13 0.14 62.00 0.00 6,859 907.13 0.14 62.25 0.00 6,734 907.12 0.14 62.50 0.00 6,610 907.11 0.14 62.75 0.00 6,488 907.11 0.13 63.00 0.00 6,369 907.10 0.13 63.25 0.00 6,251 907.10 0.13 63.50 0.00 6,135 907.09 0.13 ILC Wet Pond 72 hr Discharge Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions_Wet Pond Printed 5/17/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Proposed Wet Pond (continued) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 63.75 0.00 6,020 907.08 0.13 64.00 0.00 5,908 907.08 0.12 64.25 0.00 5,797 907.07 0.12 64.50 0.00 5,688 907.06 0.12 64.75 0.00 5,580 907.06 0.12 65.00 0.00 5,475 907.05 0.12 65.25 0.00 5,371 907.05 0.11 65.50 0.00 5,269 907.04 0.11 65.75 0.00 5,169 907.04 0.11 66.00 0.00 5,070 907.03 0.11 66.25 0.00 4,974 907.03 0.11 66.50 0.00 4,878 907.02 0.10 66.75 0.00 4,785 907.02 0.10 67.00 0.00 4,693 907.01 0.10 67.25 0.00 4,603 907.01 0.10 67.50 0.00 4,516 907.00 0.10 67.75 0.00 4,431 907.00 0.09 68.00 0.00 4,347 906.99 0.09 68.25 0.00 4,266 906.99 0.09 68.50 0.00 4,186 906.98 0.09 68.75 0.00 4,109 906.98 0.09 69.00 0.00 4,033 906.97 0.08 69.25 0.00 3,960 906.97 0.08 69.50 0.00 3,888 906.97 0.08 69.75 0.00 3,817 906.96 0.08 70.00 0.00 3,749 906.96 0.08 70.25 0.00 3,682 906.95 0.07 70.50 0.00 3,617 906.95 0.07 70.75 0.00 3,554 906.95 0.07 71.00 0.00 3,492 906.94 0.07 71.25 0.00 3,432 906.94 0.07 71.50 0.00 3,374 906.94 0.06 71.75 0.00 3,317 906.93 0.06 72.00 0.00 3,262 906.93 0.06 P1 Prop South P2 ThroughFare Plan 3P Proposed Wet Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions 6in_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond 6" Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=4.834 ac Runoff Volume=1.997 af Runoff Depth=4.96" Tc=5.0 min CN=87 40.42 cfs ILC Wet Pond 6" Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.236 af Runoff Depth=5.41" Tc=15.0 min CN=91 3.40 cfs ILC Wet Pond 6" Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 5.00" for Carmel 100yr,24hr event Inflow = 42.81 cfs @ 11.95 hrs, Volume= 2.233 af Outflow = 2.29 cfs @ 12.93 hrs, Volume= 2.194 af, Atten= 95%, Lag= 58.5 min Primary = 2.29 cfs @ 12.93 hrs, Volume= 2.194 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 909.50' @ 12.93 hrs Surf.Area= 23,714 sf Storage= 56,807 cf Plug-Flow detention time= 407.0 min calculated for 2.192 af (98% of inflow) Center-of-Mass det. time= 397.2 min ( 1,184.7 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.29 cfs @ 12.93 hrs HW=909.50' (Free Discharge) 1=Culvert (Passes 2.29 cfs of 6.24 cfs potential flow) 2=Orifice (Orifice Controls 1.49 cfs @ 7.61 fps) 3=Orifice/Grate (Orifice Controls 0.80 cfs @ 4.05 fps) ILC Wet Pond 6" Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.357 ac Peak Elev=909.50' Storage=56,807 cf 42.81 cfs 2.29 cfs ILC Wet Pond 6" Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 4.92" for Carmel 100yr,24hr event Inflow = 2.29 cfs @ 12.93 hrs, Volume= 2.194 af Primary = 2.29 cfs @ 12.93 hrs, Volume= 2.194 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=5.357 ac 2.29 cfs 2.29 cfs ILC Wet Pond 6" Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=4.834 ac Runoff Volume=1.000 af Runoff Depth=2.48" Tc=5.0 min CN=87 21.04 cfs ILC Wet Pond 6" Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.523 ac Runoff Volume=0.124 af Runoff Depth=2.85" Tc=15.0 min CN=91 1.86 cfs ILC Wet Pond 6" Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 2.52" for Carmel 10yr,24hr event Inflow = 22.33 cfs @ 11.96 hrs, Volume= 1.124 af Outflow = 1.05 cfs @ 13.22 hrs, Volume= 1.093 af, Atten= 95%, Lag= 75.5 min Primary = 1.05 cfs @ 13.22 hrs, Volume= 1.093 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 908.23' @ 13.22 hrs Surf.Area= 20,859 sf Storage= 28,544 cf Plug-Flow detention time= 385.6 min calculated for 1.093 af (97% of inflow) Center-of-Mass det. time= 369.0 min ( 1,175.8 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.05 cfs @ 13.22 hrs HW=908.23' (Free Discharge) 1=Culvert (Passes 1.05 cfs of 3.88 cfs potential flow) 2=Orifice (Orifice Controls 1.05 cfs @ 5.34 fps) 3=Orifice/Grate ( Controls 0.00 cfs) ILC Wet Pond 6" Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.357 ac Peak Elev=908.23' Storage=28,544 cf 22.33 cfs 1.05 cfs ILC Wet Pond 6" Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in_Wet Pond Printed 5/16/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 2.45" for Carmel 10yr,24hr event Inflow = 1.05 cfs @ 13.22 hrs, Volume= 1.093 af Primary = 1.05 cfs @ 13.22 hrs, Volume= 1.093 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=5.357 ac 1.05 cfs 1.05 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 3P Proposed Wet Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite 6in_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=4.834 ac Runoff Volume=1.997 af Runoff Depth=4.96" Tc=5.0 min CN=87 40.42 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.236 af Runoff Depth=5.41" Tc=15.0 min CN=91 3.40 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.974 85 1/2 acre lots, 25% imp, HSG D 0.731 75.00% Pervious Area 0.244 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0076 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 2.7 222 0.0073 1.38 Shallow Concentrated Flow, Residential Unpaved Kv= 16.1 fps 0.3 30 0.0079 1.75 1.37 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 20.4 352 Total Subcatchment P3: SE Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.974 ac Runoff Volume=0.385 af Runoff Depth=4.74" Flow Length=352' Tc=20.4 min CN=85 4.95 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" Routed to Link 1L : (new Link) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.646 84 1 acre lots, 20% imp, HSG D 0.517 80.00% Pervious Area 0.129 20.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0097 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 0.7 57 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 36 0.0033 1.13 0.89 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 17.0 193 Total Subcatchment P4: South Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.646 ac Runoff Volume=0.249 af Runoff Depth=4.63" Flow Length=193' Tc=17.0 min CN=84 3.54 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 4.96" for Carmel 100yr,24hr event Inflow = 45.57 cfs @ 11.96 hrs, Volume= 2.618 af Outflow = 2.61 cfs @ 13.02 hrs, Volume= 2.577 af, Atten= 94%, Lag= 63.6 min Primary = 2.61 cfs @ 13.02 hrs, Volume= 2.577 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 909.90' @ 13.02 hrs Surf.Area= 24,662 sf Storage= 66,579 cf Plug-Flow detention time= 406.9 min calculated for 2.574 af (98% of inflow) Center-of-Mass det. time= 398.1 min ( 1,188.6 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.61 cfs @ 13.02 hrs HW=909.90' (Free Discharge) 1=Culvert (Passes 2.61 cfs of 6.90 cfs potential flow) 2=Orifice (Orifice Controls 1.61 cfs @ 8.20 fps) 3=Orifice/Grate (Orifice Controls 1.00 cfs @ 5.08 fps) ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.331 ac Peak Elev=909.90' Storage=66,579 cf 45.57 cfs 2.61 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in_Wet Po Printed 5/16/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 4.86" for Carmel 100yr,24hr event Inflow = 5.76 cfs @ 12.10 hrs, Volume= 2.826 af Primary = 5.76 cfs @ 12.10 hrs, Volume= 2.826 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=6.977 ac 5.76 cfs 5.76 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=4.834 ac Runoff Volume=1.000 af Runoff Depth=2.48" Tc=5.0 min CN=87 21.04 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.523 ac Runoff Volume=0.124 af Runoff Depth=2.85" Tc=15.0 min CN=91 1.86 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 2.45 cfs @ 12.13 hrs, Volume= 0.187 af, Depth= 2.31" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.974 85 1/2 acre lots, 25% imp, HSG D 0.731 75.00% Pervious Area 0.244 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0076 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 2.7 222 0.0073 1.38 Shallow Concentrated Flow, Residential Unpaved Kv= 16.1 fps 0.3 30 0.0079 1.75 1.37 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 20.4 352 Total Subcatchment P3: SE Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.974 ac Runoff Volume=0.187 af Runoff Depth=2.31" Flow Length=352' Tc=20.4 min CN=85 2.45 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.120 af, Depth= 2.22" Routed to Link 1L : (new Link) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Area (ac) CN Description 0.646 84 1 acre lots, 20% imp, HSG D 0.517 80.00% Pervious Area 0.129 20.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0097 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 0.7 57 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 36 0.0033 1.13 0.89 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 17.0 193 Total Subcatchment P4: South Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 10yr,24hr Rainfall=3.83" Runoff Area=0.646 ac Runoff Volume=0.120 af Runoff Depth=2.22" Flow Length=193' Tc=17.0 min CN=84 1.73 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 2.49" for Carmel 10yr,24hr event Inflow = 23.63 cfs @ 11.96 hrs, Volume= 1.311 af Outflow = 1.14 cfs @ 13.40 hrs, Volume= 1.278 af, Atten= 95%, Lag= 86.2 min Primary = 1.14 cfs @ 13.40 hrs, Volume= 1.278 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 908.46' @ 13.40 hrs Surf.Area= 21,372 sf Storage= 33,492 cf Plug-Flow detention time= 404.0 min calculated for 1.278 af (97% of inflow) Center-of-Mass det. time= 388.9 min ( 1,198.7 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.14 cfs @ 13.40 hrs HW=908.46' (Free Discharge) 1=Culvert (Passes 1.14 cfs of 4.08 cfs potential flow) 2=Orifice (Orifice Controls 1.14 cfs @ 5.83 fps) 3=Orifice/Grate ( Controls 0.00 cfs) ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.331 ac Peak Elev=908.46' Storage=33,492 cf 23.63 cfs 1.14 cfs ILC Wet Pond 6" Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in_Wet Pon Printed 5/16/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 2.40" for Carmel 10yr,24hr event Inflow = 2.73 cfs @ 12.10 hrs, Volume= 1.398 af Primary = 2.73 cfs @ 12.10 hrs, Volume= 1.398 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=6.977 ac 2.73 cfs 2.73 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl Concentrator AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only P1 Prop South 3P Proposed Wet Pond Routing Diagram for ILC Proposed Conditions Aquaswirl_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond WQV Type II 24-hr scaled to 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 3.14 cfs @ 6.01 hrs, Volume= 0.098 af, Depth= 0.25" Routed to Pond 3P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr scaled to 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00" Area (ac) CN Description 2.700 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.670 88 Weighted Average 2.700 57.82% Pervious Area 1.970 42.18% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr scaled to 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00" Runoff Area=4.670 ac Runoff Volume=0.098 af Runoff Depth=0.25" Tc=5.0 min CN=88 3.14 cfs ILC Wet Pond WQV Type II 24-hr scaled to 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Wet Pond Inflow Area = 4.670 ac, 42.18% Impervious, Inflow Depth = 0.25" for Aquaswirl(1" depth) event Inflow = 3.14 cfs @ 6.01 hrs, Volume= 0.098 af Outflow = 0.06 cfs @ 11.98 hrs, Volume= 0.079 af, Atten= 98%, Lag= 358.2 min Primary = 0.06 cfs @ 11.98 hrs, Volume= 0.079 af Routed to nonexistent node 1L Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 906.93' @ 11.98 hrs Surf.Area= 18,120 sf Storage= 3,198 cf Plug-Flow detention time= 724.0 min calculated for 0.079 af (81% of inflow) Center-of-Mass det. time= 680.4 min ( 1,119.3 - 438.9 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.06 cfs @ 11.98 hrs HW=906.93' (Free Discharge) 1=Culvert (Passes 0.06 cfs of 0.08 cfs potential flow) 2=Orifice (Orifice Controls 0.06 cfs @ 1.44 fps) 3=Orifice/Grate ( Controls 0.00 cfs) ILC Wet Pond WQV Type II 24-hr scaled to 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 3P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.670 ac Peak Elev=906.93' Storage=3,198 cf 3.14 cfs 0.06 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 2P Proposed Wet Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite_Flood Routing_Wet Pond Prepared by {enter your company name here}, Printed 5/16/2022 HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 2.864 80 >75% Grass cover, Good, HSG D 1.970 98 Unconnected pavement, HSG D 4.834 87 Weighted Average 2.864 59.25% Pervious Area 1.970 40.75% Impervious Area 1.970 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P1: Prop South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=4.834 ac Runoff Volume=1.997 af Runoff Depth=4.96" Tc=5.0 min CN=87 40.42 cfs ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.324 98 Paved roads w/curbs & sewers, HSG D 0.199 80 >75% Grass cover, Good, HSG D 0.523 91 Weighted Average 0.199 38.05% Pervious Area 0.324 61.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.523 ac Runoff Volume=0.236 af Runoff Depth=5.41" Tc=15.0 min CN=91 3.40 cfs ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" Routed to Pond 2P : Proposed Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.974 85 1/2 acre lots, 25% imp, HSG D 0.731 75.00% Pervious Area 0.244 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0076 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 2.7 222 0.0073 1.38 Shallow Concentrated Flow, Residential Unpaved Kv= 16.1 fps 0.3 30 0.0079 1.75 1.37 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 20.4 352 Total Subcatchment P3: SE Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.974 ac Runoff Volume=0.385 af Runoff Depth=4.74" Flow Length=352' Tc=20.4 min CN=85 4.95 cfs ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" Routed to Link 1L : (new Link) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Area (ac) CN Description 0.646 84 1 acre lots, 20% imp, HSG D 0.517 80.00% Pervious Area 0.129 20.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0097 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 0.7 57 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 36 0.0033 1.13 0.89 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.030 Corrugated metal 17.0 193 Total Subcatchment P4: South Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr Carmel 100yr,24hr Rainfall=6.46" Runoff Area=0.646 ac Runoff Volume=0.249 af Runoff Depth=4.63" Flow Length=193' Tc=17.0 min CN=84 3.54 cfs ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Wet Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 4.96" for Carmel 100yr,24hr event Inflow = 45.57 cfs @ 11.96 hrs, Volume= 2.618 af Outflow = 1.29 cfs @ 14.70 hrs, Volume= 2.177 af, Atten= 97%, Lag= 164.7 min Primary = 1.29 cfs @ 14.70 hrs, Volume= 2.177 af Routed to Link 1L : (new Link) Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.32' @ 14.70 hrs Surf.Area= 25,656 sf Storage= 77,042 cf Plug-Flow detention time= 732.8 min calculated for 2.174 af (83% of inflow) Center-of-Mass det. time= 661.2 min ( 1,451.8 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 906.75' 123,679 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 906.75 17,760 511.0 0 0 17,760 912.00 29,878 643.0 123,679 123,679 30,255 Device Routing Invert Outlet Devices #1 Primary 906.75'15.0" Round Culvert L= 129.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 906.75'3.3" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 908.54'4.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.29 cfs @ 14.70 hrs HW=910.32' (Free Discharge) 1=Culvert (Passes 1.29 cfs of 7.52 cfs potential flow) 2=Orifice (Orifice Controls 0.53 cfs @ 8.92 fps) 3=Orifice/Grate (Orifice Controls 0.76 cfs @ 6.05 fps) ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Pond 2P: Proposed Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.331 ac Peak Elev=910.32' Storage=77,042 cf 45.57 cfs 1.29 cfs ILC Wet Pond Offsite Floodrouting Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 5/16/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 08421 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 4.17" for Carmel 100yr,24hr event Inflow = 4.55 cfs @ 12.09 hrs, Volume= 2.426 af Primary = 4.55 cfs @ 12.09 hrs, Volume= 2.426 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: (new Link) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=6.977 ac 4.55 cfs 4.55 cfs 16 | P a g e Islamic Life Center Site Development Appendix E Historical Data