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HomeMy WebLinkAboutTech Info Report 1 | P a g e Islamic Life Center Site Development TECHNICAL INFORMATION REPORT Al Salam Foundation Inc. Islamic Life Center January 11, 2021(Revised August 30, 2021) Client/Owner: Engineer: Al Salam Foundation Inc. Veridus Group, Inc. Ashhar Madni Timothy M. Jensen, PE / Marcus Jackson, EI 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, dry 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 dry 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 dry detention pond. The dry 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 2.6” and 5.5” 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 2.09*** 4.56*** **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 32,644 62,073 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 dry 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 1.79** 2.58** Total After Storm Routing With Offsite 3.51*** 6.05*** **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) 20,600 46,147 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 141ST STREET SHELBORNE ROADUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTArea: 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 STR. 11.3 Type C MH / R-3286-8V TR: 914.10 INV(N): 909.93 INV(SW): 910.03 Area: 0.14 Ac. Str: 11.4 C: 0.85 Tc: 5.0 min STR. 41 Type C MH / R-2560-EA-E10 CONNECT TO EXISTING 12" CMP TR: 913.29 INV(W): 909.88 EXISTING STRUCTURE TR: 909.47 INV(E): 906.44 INV(S): 906.72 Area: 1.03 Ac. Str: OCS 1.0 C: 0.55 Tc: 5.0 min STR. 21 Type C MH / R-2560-EA-E10 TR: 912.91 INV(N): 909.30 INV(E): 909.40 STR. 22 Type C MH / R-2560-EA-E10 TR: 913.51 INV(W): 909.86 INV(NE): 909.96 STR. 23 Type C MH / R-2560-EA-E10 CONNECT TO EXISITNG 12" CMP TR: 913.96 INV(SW): 910.43 STR. 11.4 24'' ADS2824 Basin / ADS 2499CGS TR: 913.56 INV(NE): 910.06 Scale: 1:30_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\Working_Docs\Calcs\INLET EXHIBT.dwg Saved:8/31/2021 10:06 AM by MJACKSON Print Date:8/31/2021 10:09 AMN S EW Feet 0 30 60 INLET MAP EXHIBIT-SHEET 1.0 PROPOSED BUILDING FFE: 916.60' FPG:916.10' LAG: 916.06'UTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTUTILITY EASEMENTArea: 0.09 Ac. Str: 11 C: 0.85 Tc: 5.0 min Area: 0.21 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: 0.31 Ac. Str: 12.2 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: RD04 C: 0.85 Tc: 5.0 minArea: 0.08 Ac. Str: RD06 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 STR. 12.1 Type C MH / R-3472 TR: 914.01 INV(E): 909.57 INV(W): 909.47 INV(E): 909.57 STR. 12 Type C MH / R-3286-8V TR: 914.19 INV(N): 908.80 INV(S): 908.70 INV(E): 908.80 STR. 12.2 Type C MH / R-3472 TR: 914.14 INV(W): 910.45 INV(NW): 911.00 INV(N): 911.64 INV(NW): 910.65Area: 0.14 Ac. Str: 11.1 C: 0.85 Tc: 5.0 min STR. 11 Type C MH / R-3286-8V TR: 913.57 INV(N): 908.30 INV(S): 908.96 INV(E): 908.20 INV(NW): 908.30 INV(SE): 907.80 STR. EX.1 EXISTING STRUCTURE TR: 909.47 INV(E): 906.44 INV(S): 906.72 STR. 31 Type C MH / R-2560-EA-E10 TR: 913.24 INV(W): 909.39 STR. 11 Type C MH / R-3286-8V TR: 913.57 INV(N): 908.30 INV(S): 908.96 INV(E): 908.20 INV(NW): 908.30 INV(SE): 907.80 STR. 13 Type C MH / R-3286-8V TR: 914.50 INV(NE): 909.20 INV(S): 909.10 INV(SE): 909.20 INV(NE): 909.20 INV(NW): 909.20 STR. 13.1 24'' ADS2824 Basin / ADS 2499CGS TR: 913.91 INV(SE): 910.41 STR. 11.1 24'' ADS2824 Basin / ADS 2499CGS TR: 913.51 INV(SE): 910.00 Scale: 1:30_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\Working_Docs\Calcs\INLET EXHIBT.dwg Saved:8/31/2021 10:06 AM by MJACKSON Print Date:8/31/2021 10:09 AMN S EW Feet 0 30 60 INLET MAP EXHIBIT-SHEET 2.0 PROPOSED BUILDING FFE: 916.60' FPG:916.10' LAG: 916.06'UTILITY EASEMENTUTILITY EASEMENTArea: 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: 0.32 Ac. Str: 14 C: 0.85 Tc: 5.0 min Area: 0.37 Ac. Str: 15 C: 0.85 Tc: 5.0 min Area: 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: RD04 C: 0.85 Tc: 5.0 minArea: 0.08 Ac. Str: RD06 C: 0.85 Tc: 5.0 min Area: 0.08 Ac. Str: RD05 C: 0.85 Tc: 5.0 min STR. 12.1 Type C MH / R-3472 TR: 914.01 INV(E): 909.57 INV(W): 909.47 STR. 13 Type C MH / R-3286-8V TR: 914.50 INV(NE): 909.20 INV(S): 909.10 INV(SE): 909.20 INV(NE): 909.20 INV(NW): 909.20 STR. 13.1 24'' ADS2824 Basin / ADS 2499CGS TR: 913.91 INV(SE): 910.41 STR. 14 Type C MH / R-3472 TR: 914.06 INV(E): 909.88 INV(SW): 909.79 INV(SE): 909.60 INV(E): 909.80 STR. 15 Type C MH / R-3472 TR: 914.13 INV(W): 910.45 INV(S): 910.40 Scale: 1:30_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\Working_Docs\Calcs\INLET EXHIBT.dwg Saved:8/31/2021 10:06 AM by MJACKSON Print Date:8/31/2021 10:09 AMN S EW Feet 0 30 60 INLET MAP EXHIBIT-SHEET 1.0 15 | P a g e Islamic Life Center Site Development Appendix D Calculations 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 1P Proposed Pond 1L (new Link) Routing Diagram for ILC Proposed Conditions Prepared by Veridus Group, Printed 8/31/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Proposed Conditions Onsite ILC Proposed Conditions Printed 8/31/2021Prepared 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) 3.063 80 >75% Grass cover, Good, HSG D (P1, P2) 0.324 98 Paved roads w/curbs & sewers, HSG D (P2) 1.970 98 Unconnected pavement, HSG D (P1) 5.357 88 TOTAL AREA ILC Proposed Conditions Onsite ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 5.357 HSG D P1, P2 0.000 Other 5.357 TOTAL AREA ILC Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=4.96"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=40.42 cfs 1.997 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=5.41"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.236 af Peak Elev=912.18' Storage=62,073 cf Inflow=42.81 cfs 2.233 afPond 1P: Proposed Pond Outflow=1.14 cfs 1.965 af Inflow=1.14 cfs 1.965 afLink 1L: (new Link) Primary=1.14 cfs 1.965 af Total Runoff Area = 5.357 ac Runoff Volume = 2.233 af Average Runoff Depth = 5.00" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" 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 Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" 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 Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 1.14 cfs @ 14.45 hrs, Volume= 1.965 af, Atten= 97%, Lag= 149.7 min Primary = 1.14 cfs @ 14.45 hrs, Volume= 1.965 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 912.18' @ 14.45 hrs Surf.Area= 32,965 sf Storage= 62,073 cf Plug-Flow detention time= 711.8 min calculated for 1.965 af (88% of inflow) Center-of-Mass det. time= 653.2 min ( 1,440.7 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.14 cfs @ 14.45 hrs HW=912.18' (Free Discharge) 1=Culvert (Passes 1.14 cfs of 6.02 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.41 cfs @ 11.25 fps) 3=Internal Orifice (Orifice Controls 0.73 cfs @ 4.43 fps) 4=Incoming Culvert (Passes 0.73 cfs of 3.92 cfs potential flow) ILC Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=912.18' Storage=62,073 cf 42.81 cfs 1.14 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 4.40" for Carmel 100yr,24hr event Inflow = 1.14 cfs @ 14.45 hrs, Volume= 1.965 af Primary = 1.14 cfs @ 14.45 hrs, Volume= 1.965 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 1.14 cfs 1.14 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=2.48"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=21.04 cfs 1.000 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=2.85"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.86 cfs 0.124 af Peak Elev=911.10' Storage=32,644 cf Inflow=22.33 cfs 1.124 afPond 1P: Proposed Pond Outflow=0.37 cfs 1.066 af Inflow=0.37 cfs 1.066 afLink 1L: (new Link) Primary=0.37 cfs 1.066 af Total Runoff Area = 5.357 ac Runoff Volume = 1.124 af Average Runoff Depth = 2.52" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" 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 Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 12HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" 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 Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 13HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 @ 17.34 hrs, Volume= 1.066 af, Atten= 98%, Lag= 323.2 min Primary = 0.37 cfs @ 17.34 hrs, Volume= 1.066 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 911.10' @ 17.34 hrs Surf.Area= 21,612 sf Storage= 32,644 cf Plug-Flow detention time= 889.2 min calculated for 1.066 af (95% of inflow) Center-of-Mass det. time= 859.9 min ( 1,666.6 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=0.37 cfs @ 17.34 hrs HW=911.10' (Free Discharge) 1=Culvert (Passes 0.37 cfs of 5.28 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.37 cfs @ 10.06 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 14HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=911.10' Storage=32,644 cf 22.33 cfs 0.37 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 15HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth > 2.39" for Carmel 10yr,24hr event Inflow = 0.37 cfs @ 17.34 hrs, Volume= 1.066 af Primary = 0.37 cfs @ 17.34 hrs, Volume= 1.066 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 ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 16HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=1.45"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=12.51 cfs 0.583 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=1.76"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.17 cfs 0.077 af Peak Elev=910.22' Storage=17,027 cf Inflow=13.31 cfs 0.659 afPond 1P: Proposed Pond Outflow=0.33 cfs 0.659 af Inflow=0.33 cfs 0.659 afLink 1L: (new Link) Primary=0.33 cfs 0.659 af Total Runoff Area = 5.357 ac Runoff Volume = 0.659 af Average Runoff Depth = 1.48" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 17HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 12.51 cfs @ 11.96 hrs, Volume= 0.583 af, Depth= 1.45" 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 2yr,24hr Rainfall=2.66" 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)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=4.834 ac Runoff Volume=0.583 af Runoff Depth=1.45" Tc=5.0 min CN=87 12.51 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 18HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.077 af, Depth= 1.76" 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 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 P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.523 ac Runoff Volume=0.077 af Runoff Depth=1.76" Tc=15.0 min CN=91 1.17 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 19HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 1.48" for Carmel 2yr,24hr event Inflow = 13.31 cfs @ 11.96 hrs, Volume= 0.659 af Outflow = 0.33 cfs @ 15.38 hrs, Volume= 0.659 af, Atten= 98%, Lag= 205.1 min Primary = 0.33 cfs @ 15.38 hrs, Volume= 0.659 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.22' @ 15.38 hrs Surf.Area= 14,373 sf Storage= 17,027 cf Plug-Flow detention time= 560.4 min calculated for 0.658 af (100% of inflow) Center-of-Mass det. time= 560.7 min ( 1,382.7 - 821.9 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=0.33 cfs @ 15.38 hrs HW=910.22' (Free Discharge) 1=Culvert (Passes 0.33 cfs of 4.61 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.33 cfs @ 9.00 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 20HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.357 ac Peak Elev=910.22' Storage=17,027 cf 13.31 cfs 0.33 cfs ILC Proposed Conditions Onsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Printed 8/31/2021Prepared by Veridus Group Page 21HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 1.48" for Carmel 2yr,24hr event Inflow = 0.33 cfs @ 15.38 hrs, Volume= 0.659 af Primary = 0.33 cfs @ 15.38 hrs, Volume= 0.659 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)0.36 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 0.33 cfs 0.33 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 1P Proposed Pond1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite Prepared by Veridus Group, Printed 8/31/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Proposed Cond. Offsite ILC Proposed Conditions Offsite Printed 8/31/2021Prepared 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) 0.646 84 1 acre lots, 20% imp, HSG D (P4) 0.974 85 1/2 acre lots, 25% imp, HSG D (P3) 3.063 80 >75% Grass cover, Good, HSG D (P1, P2) 0.324 98 Paved roads w/curbs & sewers, HSG D (P2) 1.970 98 Unconnected pavement, HSG D (P1) 6.977 87 TOTAL AREA ILC Proposed Cond. Offsite ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 6.977 HSG D P1, P2, P3, P4 0.000 Other 6.977 TOTAL AREA ILC Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=4.96"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=40.42 cfs 1.997 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=5.41"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.236 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=4.74"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=4.95 cfs 0.385 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=4.63"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=3.54 cfs 0.249 af Peak Elev=912.52' Storage=73,660 cf Inflow=45.57 cfs 2.618 afPond 1P: Proposed Pond Outflow=1.29 cfs 2.276 af Inflow=4.56 cfs 2.526 afLink 1L: (new Link) Primary=4.56 cfs 2.526 af Total Runoff Area = 6.977 ac Runoff Volume = 2.867 af Average Runoff Depth = 4.93" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" 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 Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" 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 Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" 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 Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" 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 Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 @ 14.71 hrs, Volume= 2.276 af, Atten= 97%, Lag= 165.1 min Primary = 1.29 cfs @ 14.71 hrs, Volume= 2.276 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 912.52' @ 14.71 hrs Surf.Area= 37,059 sf Storage= 73,660 cf Plug-Flow detention time= 704.3 min calculated for 2.276 af (87% of inflow) Center-of-Mass det. time= 642.4 min ( 1,432.9 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.29 cfs @ 14.71 hrs HW=912.52' (Free Discharge) 1=Culvert (Passes 1.29 cfs of 6.22 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.43 cfs @ 11.58 fps) 3=Internal Orifice (Orifice Controls 0.86 cfs @ 5.22 fps) 4=Incoming Culvert (Passes 0.86 cfs of 4.48 cfs potential flow) ILC Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=912.52' Storage=73,660 cf 45.57 cfs 1.29 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 4.34" for Carmel 100yr,24hr event Inflow = 4.56 cfs @ 12.09 hrs, Volume= 2.526 af Primary = 4.56 cfs @ 12.09 hrs, Volume= 2.526 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 4.56 cfs 4.56 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 12HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=2.48"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=21.04 cfs 1.000 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=2.85"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.86 cfs 0.124 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=2.31"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=2.45 cfs 0.187 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=2.22"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=1.73 cfs 0.120 af Peak Elev=911.33' Storage=37,959 cf Inflow=23.63 cfs 1.311 afPond 1P: Proposed Pond Outflow=0.51 cfs 1.181 af Inflow=2.09 cfs 1.300 afLink 1L: (new Link) Primary=2.09 cfs 1.300 af Total Runoff Area = 6.977 ac Runoff Volume = 1.431 af Average Runoff Depth = 2.46" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 13HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" 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 Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 14HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" 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 Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 15HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 2.45 cfs @ 12.13 hrs, Volume= 0.187 af, Depth= 2.31" 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 Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 16HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.120 af, Depth= 2.22" 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 Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 17HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 0.51 cfs @ 16.13 hrs, Volume= 1.181 af, Atten= 98%, Lag= 249.9 min Primary = 0.51 cfs @ 16.13 hrs, Volume= 1.181 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 911.33' @ 16.13 hrs Surf.Area= 23,834 sf Storage= 37,959 cf Plug-Flow detention time= 880.7 min calculated for 1.181 af (90% of inflow) Center-of-Mass det. time= 829.8 min ( 1,639.7 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=0.51 cfs @ 16.13 hrs HW=911.33' (Free Discharge) 1=Culvert (Passes 0.51 cfs of 5.45 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.38 cfs @ 10.33 fps) 3=Internal Orifice (Orifice Controls 0.13 cfs @ 1.60 fps) 4=Incoming Culvert (Passes 0.13 cfs of 1.77 cfs potential flow) ILC Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 18HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=911.33' Storage=37,959 cf 23.63 cfs 0.51 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 19HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth > 2.24" for Carmel 10yr,24hr event Inflow = 2.09 cfs @ 12.09 hrs, Volume= 1.300 af Primary = 2.09 cfs @ 12.09 hrs, Volume= 1.300 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 2.09 cfs 2.09 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 20HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=1.45"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=12.51 cfs 0.583 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=1.76"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.17 cfs 0.077 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=1.31"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=1.39 cfs 0.106 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=1.24"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=0.97 cfs 0.067 af Peak Elev=910.45' Storage=20,456 cf Inflow=14.01 cfs 0.765 afPond 1P: Proposed Pond Outflow=0.34 cfs 0.765 af Inflow=1.28 cfs 0.832 afLink 1L: (new Link) Primary=1.28 cfs 0.832 af Total Runoff Area = 6.977 ac Runoff Volume = 0.832 af Average Runoff Depth = 1.43" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 21HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 12.51 cfs @ 11.96 hrs, Volume= 0.583 af, Depth= 1.45" 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 2yr,24hr Rainfall=2.66" 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)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=4.834 ac Runoff Volume=0.583 af Runoff Depth=1.45" Tc=5.0 min CN=87 12.51 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 22HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.077 af, Depth= 1.76" 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 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 P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.523 ac Runoff Volume=0.077 af Runoff Depth=1.76" Tc=15.0 min CN=91 1.17 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 23HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 1.39 cfs @ 12.14 hrs, Volume= 0.106 af, Depth= 1.31" 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 2yr,24hr Rainfall=2.66" 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)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.974 ac Runoff Volume=0.106 af Runoff Depth=1.31" Flow Length=352' Tc=20.4 min CN=85 1.39 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 24HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 0.97 cfs @ 12.10 hrs, Volume= 0.067 af, Depth= 1.24" 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 2yr,24hr Rainfall=2.66" 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 2yr,24hr Rainfall=2.66" Runoff Area=0.646 ac Runoff Volume=0.067 af Runoff Depth=1.24" Flow Length=193' Tc=17.0 min CN=84 0.97 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 25HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 1.45" for Carmel 2yr,24hr event Inflow = 14.01 cfs @ 11.96 hrs, Volume= 0.765 af Outflow = 0.34 cfs @ 15.90 hrs, Volume= 0.765 af, Atten= 98%, Lag= 236.2 min Primary = 0.34 cfs @ 15.90 hrs, Volume= 0.765 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.45' @ 15.90 hrs Surf.Area= 16,094 sf Storage= 20,456 cf Plug-Flow detention time= 652.9 min calculated for 0.764 af (100% of inflow) Center-of-Mass det. time= 653.3 min ( 1,478.4 - 825.1 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'2.6" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'5.5" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 15.90 hrs HW=910.45' (Free Discharge) 1=Culvert (Passes 0.34 cfs of 4.79 cfs potential flow) 2=Internal Orifice (Orifice Controls 0.34 cfs @ 9.29 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 26HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.331 ac Peak Elev=910.45' Storage=20,456 cf 14.01 cfs 0.34 cfs ILC Proposed Cond. Offsite Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite Printed 8/31/2021Prepared by Veridus Group Page 27HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth = 1.43" for Carmel 2yr,24hr event Inflow = 1.28 cfs @ 12.10 hrs, Volume= 0.832 af Primary = 1.28 cfs @ 12.10 hrs, Volume= 0.832 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=6.977 ac 1.28 cfs 1.28 cfs Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Aug 31 2021 ILC WEIR Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 45.00 Total Depth (ft) = 0.40 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.40 Q (cfs) = 36.29 Area (sqft) = 18.64 Velocity (ft/s) = 1.95 Top Width (ft) = 48.20 0 5 10 15 20 25 30 35 40 45 50 55 60 Depth (ft)Depth (ft)ILC WEIR -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. Description:Islamic Life Center Reviewing Entity: Job Number: Date:07/26/21 Retention Pond 90% Pond Volume Restored in 24hr, 100-yr Event 97,580.00 Total Detention Volume Capacity (cf): Max storage capacity (907') 9,758.00 10% Detention Volume Capacity (cf) - Stored Volume after 48 hours (cf): Volume @48hrs elevation (907.00') 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 907.00 (Basin Bottom)97,580.00 912.52 (max capacity)41,971.00 97,580.00 907.00After 48 hrs of 100 year storm 2020.01113 PROPOSED STORMWATER SYSTEM 90% Storage Calculations Job Information City of Carmel Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite Printed 7/26/2021Prepared by Veridus Group HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: Proposed Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 907.00 0.00 1.00 0.00 0 907.00 0.00 2.00 0.00 0 907.00 0.00 3.00 0.00 0 907.00 0.00 4.00 0.01 0 907.00 0.01 5.00 0.08 1 907.01 0.08 6.00 0.17 2 907.03 0.17 7.00 0.27 3 907.04 0.27 8.00 0.37 4 907.06 0.37 9.00 0.64 47 907.29 0.61 10.00 0.93 221 907.60 0.81 11.00 1.89 1,539 908.31 1.14 12.00 40.68 35,850 911.24 2.03 13.00 2.64 55,599 911.98 2.77 14.00 1.54 52,927 911.89 2.71 15.00 1.21 48,263 911.73 2.58 16.00 0.94 43,149 911.54 2.40 17.00 0.82 38,125 911.34 2.13 18.00 0.72 33,589 911.14 1.96 19.00 0.62 29,067 910.92 1.90 20.00 0.53 24,387 910.68 1.84 21.00 0.50 19,695 910.40 1.78 22.00 0.48 15,195 910.09 1.70 23.00 0.46 10,937 909.74 1.60 24.00 0.44 6,994 909.32 1.48 25.00 0.00 2,270 908.53 1.22 26.00 0.00 0 907.00 0.00 27.00 0.00 0 907.00 0.00 28.00 0.00 0 907.00 0.00 29.00 0.00 0 907.00 0.00 30.00 0.00 0 907.00 0.00 31.00 0.00 0 907.00 0.00 32.00 0.00 0 907.00 0.00 33.00 0.00 0 907.00 0.00 34.00 0.00 0 907.00 0.00 35.00 0.00 0 907.00 0.00 36.00 0.00 0 907.00 0.00 37.00 0.00 0 907.00 0.00 38.00 0.00 0 907.00 0.00 39.00 0.00 0 907.00 0.00 40.00 0.00 0 907.00 0.00 41.00 0.00 0 907.00 0.00 42.00 0.00 0 907.00 0.00 43.00 0.00 0 907.00 0.00 44.00 0.00 0 907.00 0.00 45.00 0.00 0 907.00 0.00 46.00 0.00 0 907.00 0.00 47.00 0.00 0 907.00 0.00 48.00 0.00 0 907.00 0.00 P1 Prop South P2 ThroughFare Plan 1P Proposed Pond1L (new Link) Routing Diagram for ILC Proposed Conditions 6in Prepared by Veridus Group, Printed 8/31/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Proposed Cond. 6in ILC Proposed Conditions 6in Printed 8/31/2021Prepared 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) 3.063 80 >75% Grass cover, Good, HSG D (P1, P2) 0.324 98 Paved roads w/curbs & sewers, HSG D (P2) 1.970 98 Unconnected pavement, HSG D (P1) 5.357 88 TOTAL AREA ILC Proposed Cond. 6in ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 5.357 HSG D P1, P2 0.000 Other 5.357 TOTAL AREA ILC Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=4.96"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=40.42 cfs 1.997 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=5.41"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.236 af Peak Elev=911.65' Storage=46,147 cf Inflow=42.81 cfs 2.233 afPond 1P: Proposed Pond Outflow=2.58 cfs 2.233 af Inflow=2.58 cfs 2.233 afLink 1L: (new Link) Primary=2.58 cfs 2.233 af Total Runoff Area = 5.357 ac Runoff Volume = 2.233 af Average Runoff Depth = 5.00" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" 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 Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" 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 Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 2.58 cfs @ 12.77 hrs, Volume= 2.233 af, Atten= 94%, Lag= 48.9 min Primary = 2.58 cfs @ 12.77 hrs, Volume= 2.233 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 911.65' @ 12.77 hrs Surf.Area= 27,067 sf Storage= 46,147 cf Plug-Flow detention time= 191.1 min calculated for 2.231 af (100% of inflow) Center-of-Mass det. time= 190.9 min ( 978.4 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=2.58 cfs @ 12.77 hrs HW=911.65' (Free Discharge) 1=Culvert (Passes 2.58 cfs of 5.67 cfs potential flow) 2=Internal Orifice (Orifice Controls 2.07 cfs @ 10.53 fps) 3=Internal Orifice (Orifice Controls 0.51 cfs @ 2.60 fps) 4=Incoming Culvert (Passes 0.51 cfs of 2.78 cfs potential flow) ILC Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=911.65' Storage=46,147 cf 42.81 cfs 2.58 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 5.00" for Carmel 100yr,24hr event Inflow = 2.58 cfs @ 12.77 hrs, Volume= 2.233 af Primary = 2.58 cfs @ 12.77 hrs, Volume= 2.233 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 2.58 cfs 2.58 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=2.48"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=21.04 cfs 1.000 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=2.85"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.86 cfs 0.124 af Peak Elev=910.46' Storage=20,600 cf Inflow=22.33 cfs 1.124 afPond 1P: Proposed Pond Outflow=1.79 cfs 1.124 af Inflow=1.79 cfs 1.124 afLink 1L: (new Link) Primary=1.79 cfs 1.124 af Total Runoff Area = 5.357 ac Runoff Volume = 1.124 af Average Runoff Depth = 2.52" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" 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 Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 12HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" 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 Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 13HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 1.79 cfs @ 12.55 hrs, Volume= 1.124 af, Atten= 92%, Lag= 35.6 min Primary = 1.79 cfs @ 12.55 hrs, Volume= 1.124 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.46' @ 12.55 hrs Surf.Area= 16,164 sf Storage= 20,600 cf Plug-Flow detention time= 96.2 min calculated for 1.123 af (100% of inflow) Center-of-Mass det. time= 96.1 min ( 902.9 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.79 cfs @ 12.55 hrs HW=910.46' (Free Discharge) 1=Culvert (Passes 1.79 cfs of 4.80 cfs potential flow) 2=Internal Orifice (Orifice Controls 1.79 cfs @ 9.12 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 14HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=910.46' Storage=20,600 cf 22.33 cfs 1.79 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 15HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 2.52" for Carmel 10yr,24hr event Inflow = 1.79 cfs @ 12.55 hrs, Volume= 1.124 af Primary = 1.79 cfs @ 12.55 hrs, Volume= 1.124 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 1.79 cfs 1.79 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 16HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=1.45"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=12.51 cfs 0.583 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=1.76"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.17 cfs 0.077 af Peak Elev=909.69' Storage=10,448 cf Inflow=13.31 cfs 0.659 afPond 1P: Proposed Pond Outflow=1.59 cfs 0.659 af Inflow=1.59 cfs 0.659 afLink 1L: (new Link) Primary=1.59 cfs 0.659 af Total Runoff Area = 5.357 ac Runoff Volume = 0.659 af Average Runoff Depth = 1.48" 57.18% Pervious = 3.063 ac 42.82% Impervious = 2.294 ac ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 17HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 12.51 cfs @ 11.96 hrs, Volume= 0.583 af, Depth= 1.45" 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 2yr,24hr Rainfall=2.66" 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)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=4.834 ac Runoff Volume=0.583 af Runoff Depth=1.45" Tc=5.0 min CN=87 12.51 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 18HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.077 af, Depth= 1.76" 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 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 P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.523 ac Runoff Volume=0.077 af Runoff Depth=1.76" Tc=15.0 min CN=91 1.17 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 19HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Pond Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 1.48" for Carmel 2yr,24hr event Inflow = 13.31 cfs @ 11.96 hrs, Volume= 0.659 af Outflow = 1.59 cfs @ 12.38 hrs, Volume= 0.659 af, Atten= 88%, Lag= 25.4 min Primary = 1.59 cfs @ 12.38 hrs, Volume= 0.659 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 909.69' @ 12.38 hrs Surf.Area= 10,547 sf Storage= 10,448 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 49.6 min ( 871.6 - 821.9 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.59 cfs @ 12.38 hrs HW=909.69' (Free Discharge) 1=Culvert (Passes 1.59 cfs of 4.15 cfs potential flow) 2=Internal Orifice (Orifice Controls 1.59 cfs @ 8.09 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 20HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.357 ac Peak Elev=909.69' Storage=10,448 cf 13.31 cfs 1.59 cfs ILC Proposed Cond. 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions 6in Printed 8/31/2021Prepared by Veridus Group Page 21HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 5.357 ac, 42.82% Impervious, Inflow Depth = 1.48" for Carmel 2yr,24hr event Inflow = 1.59 cfs @ 12.38 hrs, Volume= 0.659 af Primary = 1.59 cfs @ 12.38 hrs, Volume= 0.659 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 1.59 cfs 1.59 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 1P Proposed Pond1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite 6in Prepared by Veridus Group, Printed 8/31/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Proposed Conditions Offsite 6in ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared 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) 0.646 84 1 acre lots, 20% imp, HSG D (P4) 0.974 85 1/2 acre lots, 25% imp, HSG D (P3) 3.063 80 >75% Grass cover, Good, HSG D (P1, P2) 0.324 98 Paved roads w/curbs & sewers, HSG D (P2) 1.970 98 Unconnected pavement, HSG D (P1) 6.977 87 TOTAL AREA ILC Proposed Conditions Offsite 6in ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 6.977 HSG D P1, P2, P3, P4 0.000 Other 6.977 TOTAL AREA ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=4.96"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=40.42 cfs 1.997 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=5.41"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.236 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=4.74"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=4.95 cfs 0.385 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=4.63"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=3.54 cfs 0.249 af Peak Elev=911.97' Storage=55,317 cf Inflow=45.57 cfs 2.618 afPond 1P: Proposed Pond Outflow=2.87 cfs 2.618 af Inflow=6.05 cfs 2.867 afLink 1L: (new Link) Primary=6.05 cfs 2.867 af Total Runoff Area = 6.977 ac Runoff Volume = 2.867 af Average Runoff Depth = 4.93" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 2.87 cfs @ 12.90 hrs, Volume= 2.618 af, Atten= 94%, Lag= 56.7 min Primary = 2.87 cfs @ 12.90 hrs, Volume= 2.618 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 911.97' @ 12.90 hrs Surf.Area= 30,473 sf Storage= 55,317 cf Plug-Flow detention time= 212.9 min calculated for 2.615 af (100% of inflow) Center-of-Mass det. time= 212.8 min ( 1,003.3 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=2.87 cfs @ 12.90 hrs HW=911.97' (Free Discharge) 1=Culvert (Passes 2.87 cfs of 5.88 cfs potential flow) 2=Internal Orifice (Orifice Controls 2.14 cfs @ 10.87 fps) 3=Internal Orifice (Orifice Controls 0.74 cfs @ 3.76 fps) 4=Incoming Culvert (Passes 0.74 cfs of 3.51 cfs potential flow) ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=911.97' Storage=55,317 cf 45.57 cfs 2.87 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth = 4.93" for Carmel 100yr,24hr event Inflow = 6.05 cfs @ 12.10 hrs, Volume= 2.867 af Primary = 6.05 cfs @ 12.10 hrs, Volume= 2.867 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 6.05 cfs 6.05 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 12HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=2.48"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=21.04 cfs 1.000 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=2.85"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.86 cfs 0.124 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=2.31"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=2.45 cfs 0.187 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=2.22"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=1.73 cfs 0.120 af Peak Elev=910.70' Storage=24,813 cf Inflow=23.63 cfs 1.311 afPond 1P: Proposed Pond Outflow=1.85 cfs 1.311 af Inflow=3.51 cfs 1.431 afLink 1L: (new Link) Primary=3.51 cfs 1.431 af Total Runoff Area = 6.977 ac Runoff Volume = 1.431 af Average Runoff Depth = 2.46" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 13HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 21.04 cfs @ 11.95 hrs, Volume= 1.000 af, Depth= 2.48" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 14HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.86 cfs @ 12.06 hrs, Volume= 0.124 af, Depth= 2.85" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 15HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 2.45 cfs @ 12.13 hrs, Volume= 0.187 af, Depth= 2.31" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 16HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.120 af, Depth= 2.22" 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 Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 17HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 1.85 cfs @ 12.72 hrs, Volume= 1.311 af, Atten= 92%, Lag= 45.8 min Primary = 1.85 cfs @ 12.72 hrs, Volume= 1.311 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 910.70' @ 12.72 hrs Surf.Area= 18,156 sf Storage= 24,813 cf Plug-Flow detention time= 117.2 min calculated for 1.310 af (100% of inflow) Center-of-Mass det. time= 117.1 min ( 927.0 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.85 cfs @ 12.72 hrs HW=910.70' (Free Discharge) 1=Culvert (Passes 1.85 cfs of 4.99 cfs potential flow) 2=Internal Orifice (Orifice Controls 1.85 cfs @ 9.43 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 18HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=910.70' Storage=24,813 cf 23.63 cfs 1.85 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 10yr,24hr Rainfall=3.83"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 19HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth = 2.46" for Carmel 10yr,24hr event Inflow = 3.51 cfs @ 12.10 hrs, Volume= 1.431 af Primary = 3.51 cfs @ 12.10 hrs, Volume= 1.431 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 3.51 cfs 3.51 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 20HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=1.45"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=12.51 cfs 0.583 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=1.76"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=1.17 cfs 0.077 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=1.31"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=1.39 cfs 0.106 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=1.24"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=0.97 cfs 0.067 af Peak Elev=909.87' Storage=12,476 cf Inflow=14.01 cfs 0.765 afPond 1P: Proposed Pond Outflow=1.64 cfs 0.765 af Inflow=2.56 cfs 0.832 afLink 1L: (new Link) Primary=2.56 cfs 0.832 af Total Runoff Area = 6.977 ac Runoff Volume = 0.832 af Average Runoff Depth = 1.43" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 21HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 12.51 cfs @ 11.96 hrs, Volume= 0.583 af, Depth= 1.45" 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 2yr,24hr Rainfall=2.66" 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)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=4.834 ac Runoff Volume=0.583 af Runoff Depth=1.45" Tc=5.0 min CN=87 12.51 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 22HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 1.17 cfs @ 12.07 hrs, Volume= 0.077 af, Depth= 1.76" 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 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 P2: ThroughFare Plan Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.523 ac Runoff Volume=0.077 af Runoff Depth=1.76" Tc=15.0 min CN=91 1.17 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 23HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 1.39 cfs @ 12.14 hrs, Volume= 0.106 af, Depth= 1.31" 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 2yr,24hr Rainfall=2.66" 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)1 0 Type II 24-hr Carmel 2yr,24hr Rainfall=2.66" Runoff Area=0.974 ac Runoff Volume=0.106 af Runoff Depth=1.31" Flow Length=352' Tc=20.4 min CN=85 1.39 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 24HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 0.97 cfs @ 12.10 hrs, Volume= 0.067 af, Depth= 1.24" 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 2yr,24hr Rainfall=2.66" 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 2yr,24hr Rainfall=2.66" Runoff Area=0.646 ac Runoff Volume=0.067 af Runoff Depth=1.24" Flow Length=193' Tc=17.0 min CN=84 0.97 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 25HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Pond Inflow Area = 6.331 ac, 40.08% Impervious, Inflow Depth = 1.45" for Carmel 2yr,24hr event Inflow = 14.01 cfs @ 11.96 hrs, Volume= 0.765 af Outflow = 1.64 cfs @ 12.51 hrs, Volume= 0.765 af, Atten= 88%, Lag= 32.6 min Primary = 1.64 cfs @ 12.51 hrs, Volume= 0.765 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 909.87' @ 12.51 hrs Surf.Area= 11,837 sf Storage= 12,476 cf Plug-Flow detention time= 60.1 min calculated for 0.764 af (100% of inflow) Center-of-Mass det. time= 60.0 min ( 885.1 - 825.1 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.62'6.0" Vert. Internal Orifice C= 0.600 #3 Device 1 911.11'6.0" Vert. Internal Orifice C= 0.600 #4 Device 3 906.77'12.0" Round Incoming Culvert L= 30.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 906.77' / 906.72' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf Primary OutFlow Max=1.64 cfs @ 12.51 hrs HW=909.87' (Free Discharge) 1=Culvert (Passes 1.64 cfs of 4.31 cfs potential flow) 2=Internal Orifice (Orifice Controls 1.64 cfs @ 8.35 fps) 3=Internal Orifice ( Controls 0.00 cfs) 4=Incoming Culvert ( Controls 0.00 cfs) ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 26HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.331 ac Peak Elev=909.87' Storage=12,476 cf 14.01 cfs 1.64 cfs ILC Proposed Conditions Offsite 6in Type II 24-hr Carmel 2yr,24hr Rainfall=2.66"ILC Proposed Conditions Offsite 6in Printed 8/31/2021Prepared by Veridus Group Page 27HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth = 1.43" for Carmel 2yr,24hr event Inflow = 2.56 cfs @ 12.10 hrs, Volume= 0.832 af Primary = 2.56 cfs @ 12.10 hrs, Volume= 0.832 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 2.56 cfs 2.56 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 2P Proposed Pond Routing Diagram for ILC Proposed Conditions Aquaswirl 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 Aquaswirl Calcs ILC Proposed Conditions Aquaswirl 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) 2.700 80 >75% Grass cover, Good, HSG D (P1) 1.970 98 Unconnected pavement, HSG D (P1) 4.670 88 TOTAL AREA ILC Aquaswirl Calcs Type II 24-hr 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Aquaswir Printed 7/26/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.670 ac 42.18% Impervious Runoff Depth=0.25"Subcatchment P1: Prop South Tc=5.0 min CN=88 Runoff=3.14 cfs 0.098 af Peak Elev=907.98' Storage=618 cf Inflow=3.14 cfs 0.098 afPond 2P: Proposed Pond Outflow=1.67 cfs 0.098 af Total Runoff Area = 4.670 ac Runoff Volume = 0.098 af Average Runoff Depth = 0.25" 57.82% Pervious = 2.700 ac 42.18% Impervious = 1.970 ac ILC Aquaswirl Calcs Type II 24-hr 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Aquaswir Printed 7/26/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 3.14 cfs @ 6.01 hrs, Volume= 0.098 af, Depth= 0.25" 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 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 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 Aquaswirl Calcs Type II 24-hr 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Aquaswir Printed 7/26/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed 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 = 1.67 cfs @ 6.09 hrs, Volume= 0.098 af, Atten= 47%, Lag= 4.4 min Primary = 1.67 cfs @ 6.09 hrs, Volume= 0.098 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 907.98' @ 6.09 hrs Surf.Area= 1,487 sf Storage= 618 cf Plug-Flow detention time= 3.8 min calculated for 0.098 af (100% of inflow) Center-of-Mass det. time= 3.8 min ( 442.7 - 438.9 ) Volume Invert Avail.Storage Storage Description #1 907.00' 65,440 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) 907.00 74 47.0 0 0 74 908.00 1,537 266.0 649 649 5,531 909.00 4,600 439.0 2,932 3,581 15,243 910.00 9,441 563.0 6,877 10,458 25,143 911.00 15,666 632.0 12,423 22,881 31,732 912.00 22,643 702.0 19,048 41,929 39,193 912.90 29,766 773.0 23,511 65,440 47,553 Device Routing Invert Outlet Devices #1 Primary 906.75'12.0" Round Culvert L= 146.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.44' S= 0.0021 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.99'9.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.65 cfs @ 6.09 hrs HW=907.97' (Free Discharge) 1=Culvert (Passes 1.65 cfs of 2.08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.65 cfs @ 3.74 fps) ILC Aquaswirl Calcs Type II 24-hr 12.00 hrs Aquaswirl(1" depth) Rainfall=1.00"ILC Proposed Conditions Aquaswir Printed 7/26/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.670 ac Peak Elev=907.98' Storage=618 cf 3.14 cfs 1.67 cfs P1 Prop South P2 ThroughFare Plan P3 SE Offsite P4 South Offsite 1P Proposed Pond1L (new Link) Routing Diagram for ILC Proposed Conditions Offsite_Flood Routing Prepared by Veridus Group, Printed 8/31/2021 HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link ILC Proposed _100Yr Flood Route ILC Proposed Conditions Offsite_Flood Routing Printed 8/31/2021Prepared 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) 0.646 84 1 acre lots, 20% imp, HSG D (P4) 0.974 85 1/2 acre lots, 25% imp, HSG D (P3) 3.063 80 >75% Grass cover, Good, HSG D (P1, P2) 0.324 98 Paved roads w/curbs & sewers, HSG D (P2) 1.970 98 Unconnected pavement, HSG D (P1) 6.977 87 TOTAL AREA ILC Proposed _100Yr Flood Route ILC Proposed Conditions Offsite_Flood Routing Printed 8/31/2021Prepared by Veridus Group Page 3HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 6.977 HSG D P1, P2, P3, P4 0.000 Other 6.977 TOTAL AREA ILC Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 4HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.834 ac 40.75% Impervious Runoff Depth=4.96"Subcatchment P1: Prop South Tc=5.0 min CN=87 Runoff=40.42 cfs 1.997 af Runoff Area=0.523 ac 61.95% Impervious Runoff Depth=5.41"Subcatchment P2: ThroughFare Plan Tc=15.0 min CN=91 Runoff=3.40 cfs 0.236 af Runoff Area=0.974 ac 25.00% Impervious Runoff Depth=4.74"Subcatchment P3: SE Offsite Flow Length=352' Tc=20.4 min CN=85 Runoff=4.95 cfs 0.385 af Runoff Area=0.646 ac 20.00% Impervious Runoff Depth=4.63"Subcatchment P4: South Offsite Flow Length=193' Tc=17.0 min CN=84 Runoff=3.54 cfs 0.249 af Peak Elev=912.65' Storage=78,635 cf Inflow=45.57 cfs 2.618 afPond 1P: Proposed Pond Outflow=2.32 cfs 0.854 af Inflow=3.54 cfs 1.103 afLink 1L: (new Link) Primary=3.54 cfs 1.103 af Total Runoff Area = 6.977 ac Runoff Volume = 2.867 af Average Runoff Depth = 4.93" 61.78% Pervious = 4.310 ac 38.22% Impervious = 2.667 ac ILC Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 5HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop South Runoff = 40.42 cfs @ 11.95 hrs, Volume= 1.997 af, Depth= 4.96" 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 Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 6HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: ThroughFare Plan Runoff = 3.40 cfs @ 12.06 hrs, Volume= 0.236 af, Depth= 5.41" 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 Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 7HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: SE Offsite Runoff = 4.95 cfs @ 12.12 hrs, Volume= 0.385 af, Depth= 4.74" 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 Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 8HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South Offsite Runoff = 3.54 cfs @ 12.09 hrs, Volume= 0.249 af, Depth= 4.63" 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 Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 9HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed 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 = 2.32 cfs @ 13.20 hrs, Volume= 0.854 af, Atten= 95%, Lag= 74.4 min Primary = 2.32 cfs @ 13.20 hrs, Volume= 0.854 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 912.65' @ 13.20 hrs Surf.Area= 38,748 sf Storage= 78,635 cf Plug-Flow detention time= 349.7 min calculated for 0.854 af (33% of inflow) Center-of-Mass det. time= 212.5 min ( 1,003.1 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 907.00' 97,580 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) 907.00 51 45.0 0 0 51 908.00 1,930 287.0 765 765 6,447 909.00 6,299 499.0 3,905 4,670 19,713 910.00 12,772 591.0 9,347 14,017 27,711 911.00 20,731 662.0 16,592 30,609 34,818 912.00 30,793 752.0 25,597 56,205 44,970 913.10 44,874 888.0 41,375 97,580 62,742 Device Routing Invert Outlet Devices #1 Primary 906.62'12.0" Round Culvert L= 118.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.62' / 906.44' S= 0.0015 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 912.60'21.0" Horiz. Overflow Grate(R-4342) C= 0.600 in 33.0" Grate (40% open area) Primary OutFlow Max=2.50 cfs @ 13.20 hrs HW=912.65' (Free Discharge) 1=Culvert (Passes 2.50 cfs of 6.30 cfs potential flow) 2=Overflow Grate(R-4342) (Orifice Controls 2.50 cfs @ 1.04 fps) ILC Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 10HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed 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=912.65' Storage=78,635 cf 45.57 cfs 2.32 cfs ILC Proposed _100Yr Flood Route Type II 24-hr Carmel 100yr,24hr Rainfall=6.46"ILC Proposed Conditions Offsite_Flood Rout Printed 8/31/2021Prepared by Veridus Group Page 11HydroCAD® 10.00-25 s/n 08421 © 2019 HydroCAD Software Solutions LLC Summary for Link 1L: (new Link) Inflow Area = 6.977 ac, 38.22% Impervious, Inflow Depth = 1.90" for Carmel 100yr,24hr event Inflow = 3.54 cfs @ 12.09 hrs, Volume= 1.103 af Primary = 3.54 cfs @ 12.09 hrs, Volume= 1.103 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 3.54 cfs 3.54 cfs 16 | P a g e Islamic Life Center Site Development Appendix E Historical Data