Loading...
HomeMy WebLinkAboutDrainage Report (Z-6911-A)TABLE OF CONTENTS Title Pa a Number Project Owner Information 3 3 Project Location and Description 4 Site Drainage 4 Runoff Summary 4 Recommendations/Summary 5 Appendices: 6 Site Drainage Basin Maps 7 Time of Concentration Calculation 8 Storm System Design (SSA) 9 2 Year Design Storm 10 10 Year Design Storm 11 25 Year Design Storm 12 50 Year Design Storm 13 100 Year Design Storm 14 Pond Routing Hydrographs (Hydrology Studio) Project Owner Information Redi-Storage, Inc. 904 Schofield Lane Farmington, NM 87401 Project Location and Description The project is located on the South side of the Baseline Road, part of the North Half of the Northwest Quarter, Section 3, Township 1-S, Range 13-W, Pulaski County, Arkansas. 1 1 312 __ p ram^ 1 K Vicinity Map — N.T. S This project is a Commercial Development consisting of a Commercial Kitchen & Storage Units, located in Pulaski County, within the City of Little Rock. 3 Site Drainage Pre -Development The pre -developed runoff for the site flows to the Northeast to an unnamed tributary of Fourche Creek_ The pre -development runoff condition is woods. Post -Development The site drainage starts at the West side of the project and flows to the East. The drainage flows into the proposed detention basin on the East side of the project via the proposed storm sewer network. The detention basin will utilize a culvert/weir outlet control structure. The detention system discharges into an unnamed tributary of Fourche Creek to the East of the project. The post -development runoff conditions changed from existing woods to commercial development. Runoff Summary Basin Design Point Drainage Study Area = 7.4 AC Existing Condition runoff Coefficient: C = 0.25 Proposed runoff Coefficient: C = 0.90 Tc Undeveloped =18.73 Minutes (Kirby Method) Tc Developed = 18.86 Minutes (SCS Method) Detention Basin Required Volume: 49,433 CF Detention Basin Volume: 87,565 CF Maximum Storage: 47,993 CF Discharge Structure: Culvert/Weir Pre -Development Post -Development Post -Development Design Storm Flow Rate cfs) Flow Rate cfs] w/ Detention (cfs) 2-yr 6.23 21.19 6.24 10-yr 8.39 28.53 7.85 25-yr 9.66 32.86 8.75 50-yr 10.60 36.04 9.36 100-yr 11.50 39.08 9.91 Recommendations/Summary The proposed drainage improvements include a storm sewer system for commercial development that will be routed through the proposed detention basin on the East side of the project. The proposed detention basin will release the post -developed flow at a slower rate than the pre -developed condition. The stormwater from the proposed detention basin will be discharged to a unnamed tributary to Fourche Creek on the East side of the proposed commercial development. 4 Appendices Site Drainage Map Time of Concentration Calculations Storm System Design (SSA) Pond Routing Hydrographs (Hydrology Studio) Site Drainage Basin Maps 0J 0-� O-j - M i J f vo" Vl 0-� w - X/ OJ 12 " DIP WATER LINE w S -- J Time of Concentration Calculation Pre -Development Basin "A" Basin A Area (AC) 7.4 C Q C * I * A Tc (MIN) = Ti (MIN) + Tt (MIN) Ti (MIN) - 0.83 * (N*L) ^0.467 (S^0.5) S (FT/FT) = High (FT) - Low (FT) Length (FT) High (FT) 318 Low (FT) 302.5 S (FT/FT) 0.051667 Length (FT) 300 N 0.5 Ti (MIN) 17.20989 L (FT) 300 Tt (MIN) = L V*60 S (FT/FT) - High (FT) - Low (FT) Length (FT) High (FT) 302.5 Low (FT) 283 S (FT/FT) 0.056034 Length (FT) 348 V (FT/S) 3.8 Tt (MIN) 1.526316 Tc (MIN) - 18.7362 0.25 Post Time of Concentration (Basin A) Area (AC) 7.4 C 0.85 Subbasin SDMH-15 Tc (Min.) 18.24 Pipe No. Length (FT) Velocity (FPS) Time (Min.) 13 178 6.37 0.47 12 97 12.93 0.13 18 16 8.89 0.03 Total Pipe Flow Time (Min.) 0.62 Total Time of Concentration (min.) 18.86 Composite C Surface Type C Area (AC) Previous 0.25 0.55 impervious 0.9 6.85 Composite C 0.85 Storm System Design (SSA) FF 2 Year Design Storm 9 Project Description File Name............................................................................ Baseline Storage & Kitchen SSA Drainage 3-14-24 SPF Project Options FlowUnits .................................................... :........................ CFS ElevationType...................................................................... Elevation Hydrology Method................................................................. Rational Time of Concentration (TOC) Method .................................. SCS TR-55 Link Routing Method............................................................. Kinematic Wave Enable Overflow Ponding at Nodes ...................................... YES Skip Steady State Analysis Time Periods ..................s........ NO Analysis Options start Analysis On ........................... ..- ... ...... ............. Mar 13. 2024 00:00:00 End Analysis On ....................................... ............. ........ Mar 14. 2024 00:00:00 Start Reporting On................................................................ Mar 13. 2024 00:00:00 Antecedent Dry Days ................. .... ......................... ............. 0 days Runoff (Dry Weather) Time Step ._.:.....> ::................. ............ 0 01:00:00 days hh:mm:ss Runoff Wet Weather Time Ste 0 00:05.00 days hh:mm:ss Reporting Tlme Step........................................................-- 0 00:05 00 days hh:mm:ss flouting Time Step ............... ........... 30 seconds Number of Elements my RainGages ..... ......... ....... .................... _.................... 0 Subbasins. .............. 21 Nodes................................................. ...... ::._.................. 25 txlonJuns ......................._........................................ . 6 Oufhalls......................................................................... 4 FlowDiversions.......................................................... 0 Inlets........................................................... I................ 15 StorageNodes............................................................. 0 Links...................................................................................... 25 Channels........ .................................. 4.................. _....... 4 Pipes.................................................................1.......... 21 Pumps.......................................................................... 0 OrlfCes......................................................................... 0 Weirs............................................................................ 0 Outlets...................................................................:...... 0 Pollutants.............................................................................. 0 Land Uses., ............................. .............................................. 0 Rainfall Details ReturnPeriod........................................................................ 2 year(s) Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume ac in Alao-h efs hh da :mm:ss 1 Sul}01 43.80 0.3300 0.43 19.01 38.71 0 00:29:31 2 Sub-02 44.29 0.3300 1.37 0.45 19.97 37.47 0 00:31:57 3 Sub-SDMH-11 0.27 0.9000 0.50 0.45 0.12 1.42 0 00:05:00 4 Sub-SDMH-12 0.66 0.8500 0.50 0.42 0.28 3.34 0 00:05:00 5 Sub-SDMH-13 0.38 0.9000 0.50 0.45 0.17 2.02 0 00:05:00 6 Sub-SDMH-14 0.19 0.9000 0.50 0.45 0.09 1.02 0 00:05:00 7 Sub-SDMH-15 1.21 0.8000 0.99 0.79 0.96 316 0 00:18:14 8 Sub-SDMH-17 0.39 0.9000 0.50 0.45 0.18 2.11 0 00:05:00 9 Sub-SDMH-18 0.14 0.9000 0.50 0.45 0.06 0.75 0 00:05:00 10 Sub-SDMH-19 0.14 0.9000 0.50 0.45 0.06 0.74 0 00:05:00 11 Sub-SDMH-2 0.29 0.9000 0.50 0.45 0.13 1.58 0 00:05:00 12 Sub-SDMH-20 0.14 0.9000 0.50 0.45 0.06 0.74 0 00:05:00 13 Sub-SDMH-21 0.14 0.9000 0.50 0.45 0.06 0.75 0 00:05:00 14 Sub-SDMH-3 0.09 0.9000 0.50 0.45 0.04 0.51 0 00:05:00 15 Sub-SDMH-31 0.26 0.9000 0.50 0.45 0.12 1.40 0 00:05:00 16 Sub-SDMH-4 0.30 0.9000 0.50 0.45 0.13 1.59 0 00:05:00 17 Sub-SDMH-5 0.65 0.9000 0.50 0.45 0.29 3.49 0 00:05:00 18 SUB-SDMH-5A 0.65 0.9000 0.50 0.45 0.29 3.49 0 00:05:00 19 Sub-SDMH-6 087 0.8000 0.78 0.62 0.54 2.78 0 00:11:40 20 Sub-SDMH-7 0.26 0.9000 0.50 045 0.12 1.39 0 00:05:00 21 Sub-SDMH-8 0.39 0.9000 0.50 0.45 0.18 2.12 0 00:05:00 Node Summary SN Element Element Invert Ground[Rim initial Surcharge Ponded Peak Max HGL Max Min Time of Peak Flooded Total Total Time Flooded ID Type Elevation (Max) Water Elevation Area Infl" Elevation Surcharge Freeboard Volume Elevation Elevation Attained Depth Attained Flooding Attained Occurrence ft ft R tt' 1 s ft ft ft da hh:mm ao-in min tt 283.56 286-93 283-56 286.93 0.00 35.71 284-60 0.00 2.33 1.36 0 00:00 0 00:00 0.00 0.00 0.00 0.00 1 FES-2 Junction 2 FES-6 Junction 278.75 281.08 278.75 281.08 0.00 37.47 279.81 0.00 0.00 1.77 0 00:00 0.00 0.00 3 SDMH-18 Junction 288.10 290.17 288.10 290.17 10.00 0.75 288.40 286.42 0.00 3.74 0 00:00 0.00 0.00 4 SDMH-19 Junction 285.87 290.15 285.87 290.15 10.00 2.74 1.38 287.05 0.00 4.63 0 00:00 000 0.00 5 SDMH-20 Junction 286.64 291.68 286.64 291.68 291.65 10.00 10.00 075 9.32 0.00 2.32 0 00:00 0.00 0.00 6 SDMH-21 Junction 289.02 291.65 289.02 28284.78 7 Out-1SL-(1) Outfall 282.90 18..30 04 8 Out-1SL-(1S) Outfall 282.90 37.41 279.46 9 Out-1 SL - (20) Outfall 278.40 38.65 284.04 10 Out-1 SL - (22) Outfall 283.00 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Flow Capacity Peak Flow/ Peak Flow Peak Flow DesignFlowVelocity Depth Peak Flow ID Type (Inlet) Node Invert Invert Slope Height Roughness Total Depth Node Elevation Elevation Ratio n n n in �s efs ivsec Irt1 1 SL-(1) SDMH-2 Out-15L-[7) 27.62 263.10 2$2.90 0.7200 24.000 0.0120 8.30 20.85 0.40 0.31 6.26 6.76 0.88 0.57 OA4 0.38 Pipe 2 SL-(10) Pipe SDMH-12 SDMH-11 156.55 290.55 288.98 1.0000 18.000 0.0130 3.24 10.52 29.42 0.11 10.85 0.33 0.22 3SL- (12) Pipe SDMH-14 SDMH4 97.26 290.00 283.50 6.6800 18.000 0.0120 3.13 3.14 9.92 0.32 5.81 0.58 0.39 4 SL - (13) Pipe SDMH-15 SDMH-14 178.03 291.35 290.00 0.7600 18.000 0.0120 0.0120 2.74 7.00 0.39 5.36 0.54 0.43 5 SL-(15) Pipe SDMH-19 SDMH-17 47.24 285.87 285.40 1.0000 15.000 12.000 0.0120 0.70 3.73 0.19 6.96 0.29 0.29 6 SL- (15) (1) Pipe SDMH-18 SDMH-19 238.53 288.10 285.87 0.9300 12.000 0.0120 1.38 3 85 0. 4. 0.41 041 7 SL - (16) Pipe SDMH-20 SDMH-19 76.51 286.64 285.87 1.0000 12.000 0.0120 0.70 3.86 0.18 7.10 0.29 0.29 8 SL-(17) Pipe SDMH-21 SDMH-20 238.30 289.02 286.64 1.0000 30.000 0.0120 19.20 45.04 0.43 8.81 1.14 0.46 9 SL-(18) Pipe SDMH-4 Out-1SL-(18) 11.38 283.02 282.90 1.0300 24.000 0.0130 6.94 19.78 0.35 5.75 0. 0.41 10 SL-(2) Pipe SDMH-3 SDMH-2 65.8 283.70 283.20 0.7600 29.000 0.0130 37.41 97.73 038 6.12 1 .06 0.44 11 SL - (20) Pipe FES-6 Out-1 SL - (20) 70.41 278.75 278.40 0.5000 24.000 0.0130 38.65 72.39 0.53 7.39 1.04 0.52 12 SL - (22) Pipe FES-2 Out-1 SL - (22) 74.16 283.56 283.00 0.7500 30.000 0.0130 16.17 35.40 0.46 7.06 1.19 0.47 13 SL-(3) Pipe SDMH-5 SDMH-4 51.68 283.41 283.02 0.7400 1.0000 24.000 0.0150 10.37 19.59 0.53 6.43 1.03 052 14 SL - (4) Pipe SDMH-6 SDMH-5A 186.32 130.47 286.27 287.25 284.41 286.27 0.7500 24.000 0.0130 9.20 19.61 0.47 6.21 0.96 0.48 15 SL-(5) Pipe SDMH-7 SDMH-6 1 SDMH-17 SDMH-3 95.90 284.43 283.70 0.7600 24.000 0.0120 6.42 21.9 0.30 5.98 0.75 0.41 0.38 0.28 17 SL - (8) 18 SL-(8) (1) Pipe Pipe SDMH-13 SDMH-17 235.05 287.18 284.83 1.0000 18.000 0.0120 1.92 11.38 0.17 0.46 7.70 7.15 0.71 0.48 19 SL-(9) Pipe SDMH-31 SDMH-7 50.57 288.41 287.65 1.5000 18.000 0.0130 5.91 4.59 12.88 12.81 0.36 6.65 0.62 0.41 20 SL-(9) (1) Pipe SDMH-11 SDMH-31 38.30 288.98 288.41 1.4900 18.000 24.000 0.0130 0.0130 12.81 22.72 0.56 7.47 1.0 0. 21 SL-(3A) Pipe SDMH-5A SDMH-5 59.49 284.41 283.81 1.0100 6.000 0.0150 0.00 15.23 0.00 0.00 0.000 0.0000 22 L-SL - (12) Channel SDMH-14 SDMH-4 99.02 294.63 287.81 6.9000 0.0150 0.52 8.85 0.06 2.41 0.17 0.33 23 L-SL - (4) Channel SDMH-6 SDMH-5A 188.48 291.02 288.87 1.1400 6.000 6.000 0.0150 0.14 4.64 0.03 1.56 0.11 0.22 24 L-SL-(8) Channel SDMH-17 SDMH-3 97.48 289.25 288.59 0.6800 6.000 0.0320 0.54 7.13 0.08 1.74 0.18 0.37 25 L-SL-(3A) Channel SDMH-5A SDMH-5 61.40 288.87 288.41 0.7500 Baseline Storage Kitchen Little Rock Arkansas Inlet Summary SN Element Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowahle Spre2d Max Gutter Spread Max Gutter Water Elev. ID Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency during Peak during Peak Elevation Elevation by inlet during Peak FIOw Flow Flow R ft Hx cis Inlet cis N1A Cis NIA °lo NIA fttl 20.00 ft 10.87 ft 294.06 1 S17MH 11 On Sag 1 288.98 293.73 288,98 10.00 1.42 N/A N/A NIA 20.00 15.69 295.78 2 SDMH-12 On Sag 1 290.55 295.20 290.55 10.00 3.34 WA NIA N/A 20.00 5.38 293.20 3 SDMH-13 On Sag 1 287.18 292.76 287.18 10.00 2.01 1.02 0.00 100.00 20.00 5.63 294.79 4 SDMH-14 On Grade 1 290.00 294.63 290.00 N/A 1.02 N/A N/A N/A 20.00 16.81 295.49 5 SDMH-15 On Sag 1 291.35 294.92 291.35 10.00 3.16 1.90 0.21 89.84 20.00 8.54 289.42 6 SDMH-17 On Grade 1 284.43 289.25 284.43 N/A 2.11 NIA N/A N/A 20.00 9.50 288.25 7 SDMH-2 On Sag 1 283.10 287.77 283.10 10.00 1.57 N/A N/A N/A 20.00 3.07 288.92 8 SDMH-3 On Sag 1 283.70 288.59 283.70 10.00 0.52 WA WA NIA 20.00 10.77 295.20 9 SDMH-31 On Sag 1 268.41 294.88 288.41 10.00 1.40 N/A N/A N/A 20.00 9.55 288.29 10 SDMH-4 On Sag 1 283.02 287.81 283.02 10.00 1.59 N/A N/A N/A 20.00 10.19 288.92 11 SDMH-5 On Sag 1 283.41 288.41 283.41 10.00 3.76 2.81 0.67 80.65 20.00 9.23 289.09 12 SDMH-5A On Grade 1 284.41 288.87 284.41 N/A 3.49 2.13 0.66 76.43 20A0 15.85 291.19 13 SDMH-6 On Grade 1 286.27 291.02 286.27 N/A 2.78 WA N/A N/A 20.00 1 291.6 14 SDMH-7 On Sag 1 287.25 291.16 287.25 10.00 1.39 NIA NIA N/A 20.00 13..37 291.68 15 SDMH-8 On Sag 1 288.24 291.16 288.24 10.00 2.12 Baseline Storage Kitchen Little Rock Arkansas Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Elevation Offset Elevation Depth Cover ft ft ft ft tt ft ft' in 1 FES-2 283.56 286,93 3.38 283.56 0.00 286% D.00 O.OD 0.00 2 FES-6 278,75 281.08 2.33 278.75 0.00 281,08 0,00 0.00 0.00 3 SDMH-18 288.10 29D.17 2.07 28B.10 0.00 290.17 O.OD 10.00 0.00 0.00 4 SDMH-19 285.87 290,15 4.28 285.67 0.00 290,15 0.00 10.00 5 SDMH-20 286,64 291.68 5.04 286.64 0.00 291.68 0.00 10,00 0.00 6 SDMH-21 289.02 291.65 2.62 289.02 0.00 291.65 0.00 10.00 0,00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Peak Total Total Time Flooded Flooded ID Inflow lateral Elievatlon Oepth Surcharge Freeboard Elevation Depth Max HGL Flooding Volume Inflow Attained Attained Depth Attained Attained Attained Occurrence Attained Occurrence (ftl da hh:mm da hh mm} far -in) (anin; 1 FES-2 cfs 38.71 CIS 38.71 h 284.60 ttl 1,04 0,00 29 283.58 0.02 0 00:29 0 00:00 0.00 0.00 0.00 2 FES-6 37.47 37.47 279.81 1.06 0.00 1.36 278.78 0.03 0.00 0 00:32 0 00:05 0 00:00 0 00:00 0.00 0.00 3 SDMH-18 0.75 0.75 288.40 0.30 0.00 1.77 3.74 288.10 285.88 0.01 0 00:05 0 00:00 0.00 0.00 4 SDMH-19 2.74 0.74 286.42 0.55 0.00 4.63 286.64 0.00 0 00:05 0 00:00 0.00 0.00 5 SDMH-20 1.38 0.74 287.05 0.41 0.00 2.32 289.02 0.00 0 00:05 0 00:00 0.00 0.00 6 SDMH-21 0.75 0.75 289.32 0.30 0.00 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Ma nin& Entrancenitial Flap E imandLosses Addosses ditional IFlow Gate ID Invert Invert Invert Invert Drop SlopeRoughness sses Elevation Offset Elevation* Offset ifs 1 LSL-(12) ft 99.02 II,ft] 294.63 4.63 tt ft R 287.81 4.79 6.83 % 6.9000User-Defined ft fi 0.500 16.006 6.0150 0.5000 0.5000 0.5000 0.000D 0.00 No 0.01 0.00 No 2 L-SL - (4) 188.48 291.02 4.75 288.87 4.46 2.15 1.1400 User -Defined 0.500 23.500 0.0150 0.5000 0.5000 0.5000 0.0000 0.00 No 3 L-SL - (8) 97.48 289.25 4.82 288.59 4.89 0.66 0.6800 User -Defined 0.500 15.500 23.500 0.0150 0.0320 0.5000 0.5000 0.0000 0.00 No 4 L-SL-(3A) 61.40 288.87 4.46 288.41 5.00 0.46 0.7500 User -Defined 0.500 Channel Results SN Element Peak Tune of Design Flow Peak Flow! Peak Flow Travel Peak Flow Depth Peak Flow Total Time Froude Reported Surcharged Number Condition ID Flow Peak Fbw Capacity Design Flow Velocity Time Occurrence Ratio Total Depth Ratio cos da hh:mm cfs lllsec min fl D.00 D.DO mlr l 0.00 1 L-SL-(12) 0.00 0 00:00 15.23 8.85 0.00 0.06 O.00 2.41 1.30 0.17 0.33 0.00 2 LSL - (4) 3 LSL - (8) 0.52 0.14 0 0014 A 00:06 4.64 0.03 1.56 1.04 0.11 0.22 0.00 4 L-SL-(SA) 0.54 0 00:06 7.13 OM 1.74 0.59 0.18 0.37 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExIVBend Additional Losses Initial Flow ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Elevation Offset Elevation Offset Height dS fl 27,62 It 283.10 ft 0.00 H 282.90 R R 0.00 0.20 % D.7200 CIRCULAR In In 24.000 24.00D 0.0120 0.SOW 0.5600 0.0000 O.DO 0.00 2 SL - (10) 156.55 290.55 0.00 288.98 0.00 1.57 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.5000 0.0000 0.0000 0.00 3 SL-(12) 97.28 290.00 0.00 283.50 0.48 6.50 6.6800 CIRCULAR 18.000 18.000 18.000 18.000 0.0120 0.0120 0.5000 0.5000 0.5000 0.0000 0.00 4 SL - (13) 178.03 291.35 0.00 290.00 0.00 1.35 0.7600 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 5 SL - (15) 47.24 285.87 0.00 285.40 0.97 0.47 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 000 6 SL- (15) (1) 238.53 288.10 0.00 285.87 0.00 2.23 0.9300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 7 SL- (16) 76.51 286.64 0.00 285.87 0.00 0.77 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 8 SL-(17) 238.30 289.02 0.00 286.64 0.00 2.38 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 9 SL-(18) 11.38 283.02 0.00 282.90 0.00 0.12 1.0300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 10 SL-(2) 65.38 283.70 0.00 283.20 0.10 0.50 0.7600 CIRCULAR 29.040 45.000 0.0130 0.5000 0.5000 0.0000 0.00 11 SL - (20) 70.41 278.75 0.00 278.40 0.00 0.35 0.5000 Horizontal Ellipse 24.000 38.040 0.0130 0.5000 0.5000 0.0000 0.00 12 SL - (22) 74.16 283.56 0.00 283.00 0.00 0.56 0.7500 Horizontal Ellipse 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 13 SL-(3) 51.68 283.41 0.00 283.02 0.00 0.39 0.7400 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 14 SL-(4) 186.32 286.27 0.00 284.41 0.00 1.86 1.0000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 000 15 SL- (5) 130.47 287.25 0.00 286.27 0.00 0.96 0.7500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 16 SL- (6) 118.23 288.24 0.00 287.65 0.40 0.59 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 17 SL-(8) 95.90 284.43 0.00 283.70 0.00 0.73 0.7600 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 18 SL- (8) (1) 235.05 287.18 0.00 284.83 0.40 2.35 1.0000 CIRCULAR 18.000 18.000 0.0130 0.50D0 0.5000 0.0000 0.00 19 SL- (9) 50.57 288.41 0.00 287.65 0.40 0.76 1.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 00000 0.00 20 SL - (9) (1) 38.30 288.98 0.00 288.41 0.00 0.57 1.4900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 21 SL-(3A) 59.49 284.41 0.00 283.81 0.40 0.60 1.0100 CIRCULAR Flap No. of Gate Barrels No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 2 No 2 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Howl Peak Flow Travel Peak Flow Peak Flow Depthf Total Time Froude Reported Surcharged Number Condition ID Flow Peak Flow Capacity Design Flaw Velocity Time Depth Occurrence Ratio Total Depth Ratio cis] (days hh:mm cfs 20.BS 0.40 iUsec 6.?.6 min 0.07 ft 0.88 0.44 min I. 0.00 Calculated I SL-(I, 2 SL-(10) 8.30 3.24 0 00:05 0 00:05 10.52 0.31 6.76 0.39 0.57 0.38 0.00 Calculated Calculated 3 SL-(12) 3.13 0 00:18 29.42 0.11 10.85 0.15 0.33 0.58 0.22 0.39 0.00 0.00 Calculated 4 SL - (13) 3.14 0 00:18 9.92 0.32 5.81 5.36 0.51 0.15 0.54 0.43 0.00 Calculated 5 SL-(15) 2.74 0 00:05 7.00 0.39 0.19 6.96 0.57 0.29 0.29 0.00 Calculated 6 SL- (15) (1) 0.70 0 00:05 3.73 3.85 0.36 4.52 028 0.41 0.41 0.00 Calculated 7 SL- (16) 1.38 0 00:05 0 00:05 3.86 0.18 7AI) 0.56 0.29 0.29 0.00 Calculated 8 SL-(17) 9 SL-(18) 0.70 19.20 0 00:06 45.04 0.43 8.81 0.02 1.14 0.46 0.00 0.00 Calculated Calculated 10 SL-(2) 6.94 0 00:05 19.78 0.35 5.75 0.19 0.82 1.06 0.41 0.44 0.00 Calculated 11 SL-(20) 37.41 0 00:32 97.73 0.38 6.12 7.39 0.19 0.17 1.04 0.52 0.00 Calculated 12 SL-(22) 38.65 0 00:29 72.39 0.53 0.46 7.06 0.12 1.19 0.47 0.00 Calculated 13 SL-(3) 16.17 0 00:06 35.40 19.59 0.53 6.43 0.48 1.03 0.52 0.00 Calculated 14 SL-(4) 10.37 0 00:06 0 00:05 19.61 0.47 6.21 0.35 0.96 0.48 0.00 Calculated 15 SL-(5) 16 SL - (6) 9.20 2.06 0 00:05 8.04 0.26 5.13 0.38 0.52 0.34 0.00 0.00 Calculated Calculated 17 SL-(8) 6.42 0 00:05 21.39 0.30 5.98 0.27 0.75 0.41 0.38 0.28 0.00 Calculated 18 SL-(8)(1) 1.92 0 00:05 11.38 0.17 7.70 7.15 0.51 0.12 0.71 0.48 0.00 Calculated 19 SL - (9) 5.91 0 00:05 12.88 0.46 0.36 6.65 0.10 0.62 0.41 0.00 Calculated 20 SL-(9) (1) 4.59 0 00:05 12.81 0.56 7.47 0.13 1.07 0.54 0.00 Calculated 21 SL-(3A) 12.81 0 00:06 22.72 Inlet Input SN Element Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Location Inlets Invert Elevation Depth Water Water Area Clogging Elevation Elevation Depth Factor ft] '11111 ft tt 8 tt' % 1 SOMH-1 t On Sag 1 288.98 293.73 4.75 288.98 0.00 10.00 0.00 2 SDMH-12 On Sag 1 290.55 295.20 4.65 290.55 0.00 10.00 0.00 3 SDMH-13 On Sag 1 287.18 292.76 5.58 287.18 0.00 10.00 0.00 4 SDMH-14 On Grade 1 290.00 294.63 4.63 290.00 0.00 N/A 0.00 5 SDMH-15 On Sag 1 291.35 294.92 3.57 291.35 0.00 10.00 0.00 6 SDMH-17 On Grade 1 284.43 289.25 4.82 284.43 0.00 N/A 0.00 7 SDMH-2 On Sag 1 283.10 28777 4.67 283.10 0.00 10.00 0.00 8 SDMH-3 On Sag 1 283.70 288.59 4.89 283.70 0.00 10.00 0.00 9 SDMH-31 On Sag 1 288.41 294.88 6.47 288.41 0.00 10.00 0.00 10 SDMH-4 On Sag 1 283.02 287.81 4.79 283.02 0.00 10.00 0.00 11 SDMH-5 On Sag 1 283.41 288.41 5.01 283.41 000 10.00 0.00 12 SDMH-5A On Grade 1 284.41 288.87 4.46 284.41 0.00 N/A 0.00 13 SDMH-6 On Grade 1 286.27 291.02 4.75 286.27 0.00 N/A 0.00 14 SDMH-7 On Sag 1 287.25 291.16 3.91 287.25 0.00 10.00 0.00 15 SDMH-8 On Sag 1 288.24 291.16 2.92 288.24 0.00 10.00 0.00 Roadway & Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope fttlft) ftm) tuft tt in {ry 1 SDfJH-11 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 2 SDMH-12 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 3 SDMH-13 N/A 0.0350 0.0150 0.0200 1.50 01312 20.00 4 SDMH-14 0.0100 0.0300 0.0150 0.0200 1.50 0.1312 20.00 5 SDMH-15 N/A 0.0135 0.0150 0.0200 1.50 0.1312 20.00 6 SDMH-17 0.0160 0.0200 0.0150 0.0200 1.50 0.1312 20.00 7 SDMH-2 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 8 SDMH-3 N/A 0.0250 0.0150 0.0200 1.50 0.1312 20.00 9 SDMH-31 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 10 SDMH-4 N/A 0.0150 0.0150 0.0200 1.50 01312 20.00 11 SDMH-5 N/A 0.0250 0.0150 0.0200 1.50 0.1312 20.00 12 SDMH-5A 0.0140 0.0250 0.0150 0.0200 1.50 0.1312 20.00 13 SDMH-6 0.0100 0.0100 0.0150 0.0200 1.50 0.1312 20.00 14 SDMH-7 WA 0.0130 0.0150 0.0200 1.50 0.1312 20.00 15 SDMH-8 WA 0.0130 0.0150 0.0200 1.50 0.1312 20.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Max Depth Total Total Time Flooded Flooded ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs cfs cfs cfsl f o) (ft (ft) (ft) da bh:mm) (ac-in) (min 1 SDM}-I-11 1.42 1.42 NIA NIA NA 10.87 294.06 0.32 000:05 0 00:05 0.00 0.00 0.00 0.00 2 SDMH-12 3.34 3.34 N/A NIA N/A 15.69 295.78 0.58 0.44 0 00:05 0.00 0.00 3 SDMH-13 2.01 2.01 WA N/A NIA 5.38 5.63 293.20 294.79 0.15 0 00:18 0.00 0.00 4 SDMH-14 1.02 1.02 1.02 0.00 100.00 N/A 16.81 295.49 0.57 0 00:18 0.00 0.00 5 SDMH-15 3.16 3.16 WA N/A 0.21 89.84 8.54 289.42 0.17 0 00:05 0.00 0.00 6 SDMH-17 2.11 2.11 1.90 N/A NIA 9.50 268.25 0.48 0 00:05 0.00 0.00 7 SDMH-2 1.57 1.57 N/A N/A N/A 3.07 288.92 0.33 0 00:05 0.00 000 8 SDMH-3 0.52 0.51 N/A N/A NIA N/A 10.77 295.20 0.32 0 00:05 000 0.00 9 SDMH-31 1.40 1.40 N/A NIA 9.55 288.29 0.48 0 00:06 0.00 0.00 10 SDMH-4 1.59 1.59 WA N/A N/A N/A 10.19 288.92 0.50 0 00:06 0.00 0.00 11 SDMH-5 3.76 3.49 2.81 0.67 80.65 9.23 289.09 0.22 0 00:06 000 0.00 12 SDMH-5A 3.49 3.49 2.13 0.66 76.43 15.85 291.19 0.17 0 00:05 0.00 000 13 SDMH-6 2.78 2.78 N/A N/A NIA 10.08 291.64 0.47 0 00:05 0.00 0.00 14 SDMH-7 1.39 1.39 13.37 291.68 0.52 0 00:05 0.00 0.00 15 SDMH-8 2.12 2.12 NIA N/A N/A 10 Year Design Storm 10 Project Description File Name ........................................... :::.......................... . Baseline Storage & Kitchen SSA Drainage 3-14-24.SPF Project Options FlowUnits ................................................... _........................ CFS Elevation Type...................................................................... Elevation Hydrology Method................................................................. Rational Time of Concentration (TOC) Method .................................. SCS TR-55 Link Routing Method............................................................. Kinematic Wave Enable Overflow Ponding at Nodes ..................................... YES Skip Steady State Analysis Time Periods :.......................... NO Analysis Options Stan Analysis on ........................ End Analysis On .......................... Start Reporting On ...................... Antecedent Dry Days ................ ::. Runoff (Dry Weather) Time Step Runoff (Wet Weather) Time Step Reporting Time Step ................... Routing Time Step ...................... Number of Elements Mar 13, 2024 00:00:00 Mar 14, 2024 00:00:00 Mar 13, 2024 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 0105,00 days hh:mm:ss 0 00:05-00 days hh:mm:ss 30 seconds Qty RainGages........................................................................... 0 Subbasins.............................................................................. 21 Nodes.................................................................................:.. 25 Junctions...................................................................... 6 Outfalls......................................................................... 4 Flow Diversions........................................................... 0 Inlets........................................................................... 15 StorageNodes............................................................. 0 Links...................................................................................... 25 Channels...................................................................... 4 Nws„.......................................................................... 21 PUMPS.......................................................................... 0 0'k. .....I ...... .............. 0 ............................................... weirs............................................................................ 0 Outlets... ............ ........... ...........................:...:.:::........ 0 Pollutants.............................................................................. 0 LandUses............................................................................ 0 Rainfall Details ReturnPeriod........................................................................ 10 year(s) Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume {ac in in a- n efs da hh:M-- 1 Sup•01 43.80 0.3300 1.77 0.58 25.54 51.95 0 00:29:31 2 Sub-02 44.29 0.3300 1.84 0.61 26.84 50.29 0 00:31:57 3 Sub-SDMH-11 0.27 0.9000 0.67 0.60 0.16 1.91 0 00:05:00 4 Sub-SDMH-12 0.66 0.8500 0.67 0.57 0.37 4.47 0 00-051.00 5 Sub-SDMH-13 0.38 0.9000 0.67 0.60 0.22 2.70 0 00:05:00 6 Sub-SDMH-14 0.19 0.9000 0.67 0.60 0.11 1.37 0 00:05:00 7 Sub-SDMH-15 1.21 0.8000 1.33 1.06 1.28 4.23 0 001814 8 Sub-SDMH-17 0.39 0.9000 0.67 0.60 0.24 2.83 0 00:05:00 9 Sub-SDMH-18 0.14 0.9000 0.67 0.60 0.08 1.00 0 MOM 10 Sub-SDMH-19 0.14 0.9000 0.67 0.60 0.08 0.99 0 MOM 11 Sub-SDMH-2 0.29 0.9000 0.67 0.60 0.18 2.11 0 c0:05:00 12 Sub-SDMH-20 0.14 0.9000 0.67 0.60 0.08 0.99 0 00'0 M 13 Sub-SDMH-21 0.14 0.9000 0.67 0.60 0.08 1.00 0 00:05:00 14 Sub-SDMH-3 0.09 0.9000 0.67 0.60 0.06 0.68 0 00:05:00 15 Sub-SDMH-31 0.26 0.9000 0.67 0.60 0.16 1.88 0 00:05:00 16 Sub-SDMH-4 0.30 0.9000 0.67 0.60 0.18 2.12 0 0D'05:00 17 Sub-SDMH-5 0.65 0.9000 0.67 0.60 0.39 4.67 0 00:05:00 18 SUB-SDMH-5A 0.65 0.9000 0.67 0.60 0.39 4.67 0 D0.05:00 19 Sub-SDMH-6 087 0.8000 1.04 0.83 0.72 3.73 0 OD:f 1:40 20 Sub-SDMH-7 0.26 0.9000 0.67 0.60 0.24 1.84 0 00:05:00 21 Sub-SDMH-8 0.39 0.9000 0.67 0.60 0. 2.8 0 00:05:00 Node Summary SN Element Element Invert GroundfRim Initial Surcharge Ponded Peak Max HGL Max Min Time of Peak Flooded Total Total Time Flooded ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence {fl] [ft tt [ft] il'} ds1 [R fft] tt [da hh:mm ac-in [min 1 FES-2 JuriVian 283.56 286.93 283.58 286.93 0.00 51.94 284,77 0.00 2.17 1.21 0 00:00 0 00:00 0.00 0.00 0.00 0.00 2 FES-6 Junction 278.75 281.08 278.75 281.08 0.00 50.29 279.96 0.00 0.00 1.72 0 00:00 0.00 0.00 3 SDMH-18 Junction 288.10 290.17 288.10 290.17 10.00 1.00 288.45 286.52 0.00 3.64 0 00:00 0.00 0.00 4 SDMH-19 Junction 285.87 290.15 285.87 290.15 291.68 10.00 3.67 10.00 1.85 287.12 0.00 4.56 0 00:00 0.00 0.00 5 SDMH-20 Junction 286.64 289.02 291.68 291.65 286.64 289.02 291.65 10.00 1.00 289.37 0.00 2.28 0 00:00 0.00 0.00 6 SDMH-21 Junction 11.06 283.94 7 Out-1SL-(1) Outfall 282.90 25.85 284.26 8 Out-1 SL - (18) Outfall 282.90 9 Out-1 SL - (20) Outfall 278.40 50.22 279.61 10 Out-1 SL - (22) Outfall 283.00 51.87 284.21 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameteror Mannings Peak Design Flow Peak Flown Peak Flow Peak Flow Velocity Depth Peak Flow Depth/ ID Type (Inlet) Node Invert Invert Slope Heighl Roughness Flow Capacity Design Flaw th Total Depth Node Elevation Elevation Ratty tt ft % in cis cts fflsec} (ft 0.52 1 SL - (1) Pipe SDMH-2 Out-1SL - (1) 27.62 283.10 282.90 0.7200 24.000 0.0120 i 1.06 20.85 0.53 0.41 6.74 6.99 1.04 0.67 0.45 2 SL - (10) Pipe SDMH-12 SDMH-11 156.55 290.55 288.98 1.0000 18.000 0.0130 4.34 0.0120 4.20 10.52 29.42 0.14 11.80 0.38 0.26 3 SL - (12) Pipe SDMH-14 SDMH-4 97.28 290.00 283.50 6.6800 18.000 18.000 0.0120 4.20 9.92 0.42 6.11 0.68 0.45 4 SL - (13) Pipe SDMH-15 SDMH-14 178.03 291.35 290.00 0.7600 0.0120 3.67 7.00 0.52 578 0.64 0.51 5 SL - (15) Pipe SDMH-19 SDMH-17 47.24 285.87 285.40 1.0000 15.000 12.000 0.0120 0.94 3.73 0.25 7.38 0.34 034 6 SL- (15) (1) Pipe SDMH-18 SDMH-19 238.53 288.10 285.87 0.9300 0.0120 1.94 3.85 0.24 4.56 0.33 0.33 7 SL-(16) Pipe SDMH-20 SDMH-19 76.51 286.64 285.87 1.0000 12.000 0.0120 3.04 0.57 0.54 8 SL-(17) Pipe SDMH-21 SDMH-20 238.30 289.02 286.64 1.0300 30.000 30.000 5.85 0.0120 25.85 45.04 0.57 9.49 1.33 1.96 048 9 SL-(1B) Pipe SDMH-4 Out-1SL-(18) 11.38 283.02 282.90 1.0300 24.000 0.0130 9.26 19.78 0.47 6.21 6.21 0.96 0.48 10 SL-(2) Pipe SDMH-3 SDMH-2 65.38 283.70 283.20 0.7600 0.5000 29.000 0.0130 50.22 97.73 0.51 6.77 1.21 0.50 11 SL-(20) Pipe FES-6 Out-1SL-(20) 70.41 278.75 278.40 0.7500 24.000 0.0130 51.87 72.39 0.72 7.84 1.21 0.60 12SL-(22) Pipe FES-2 Out-1SL-(22) 74.16 283.56 283.00 283.02 0.7400 30.000 0.0130 21.73 35.40 0.61 7.59 1.42 057 13 SL - (3) Pipe SDMH-5 SDMH-4 51.68 283.41 15 SL - (5) Pipe SDMH 7 SDMH-6 130.47 287.25 286.27 0.7500 24.000 0.0130 12.35 19.611 0.63 6.67 5.40 1.15 0.60 057 0.40 16 SL - (6) Pipe SDMH-8 SDMH-7 118.23 288.24 287.65 0.5000 18.000 0.0120 2.75 8.04 21.39 0.34 0.39 6.42 0.87 0.44 17 SL - (8) Pipe SDMH-17 SDMH-3 9590 284.43 283.70 0.7600 24.000 0.0120 8.40 0.0120 2.59 11.38 0.23 8.04 0.48 0.32 18 SL- (8) (1) Pipe SDMH-13 SDMH-17 235.05 287.18 284.83 1.0000 18.000 0.0130 7.92 12.88 0.61 7.67 0.85 0.57 19 SL-(9) Pipe SDMH-31 SDMH-7 50.57 286.41 287.65 1.5000 1.4900 18.000 18.000 0.0130 6.15 12.81 0.48 7.19 0. 20 SL - (9) (1) Pipe SDMH-11 SDMH-31 38.30 288.98 288.41 283.81 1.0100 24.000 0.0130 16.79 22.72 0.74 7.93 1. .28 0.4 6 21 SL-(3A) Pipe SDMH-5A SDMH-5 59.49 99.02 284.41 294.63 287.81 6.9000 6.000 0.0150 0.00 15.23 0.00 0.00 0.00 0.00 22 L-SL-(12) Channel SDMH-14 SDMH-4 188.48 291.02 288.87 1.1400 6.000 0.0150 1.03 8.85 0.12 2.63 0.22 0.43 23 L-SL - (4) Channel SDMH-6 SDMH-5A 97.48 289.25 288.59 0.6800 6.000 0.0320 4.13 0.16 1.88 0.24 0.49 24 L-SL - (8) Channel SDMH-17 SDMH-3 288.87 288.41 0.7500 6.000 1.12 0.0320 1.12 7.13 0.16 1.87 0.24 0.49 25 L-SL-(3A) Channel SDMH-5A SDMH-5 61.40 Baseline Storage Kitchen Little Rock Arkansas Inlet Summary SN Element Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Spread Max Gutter Spread Max Gutter Water Elev. ID Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Inlet during Peak during Peak during Peak Elevation Elevation by Inlet Flow Flow Flow fi ti R1 ft' cfs7 cis NIA cfs WA °/ NIA {ft 20.D0 fit 12.88 (ft) 29409 1 SDMH-11 On Sag 1 288.93 293.73 288.98 10.00 1.91 WA WA N/A 20.00 19.07 29583 2 SDMH-12 On Sag 1 290.55 295.20 290.55 10.00 4.47 N/A N/A N/A 20.00 6.54 293.24 3 SDMH-13 On Sag 1 287.18 292.76 287.18 10.00 2.70 1.37 0.00 100.00 20.00 6.25 294.81 4 SDMH-14 On Grade 1 290.00 294.63 29000 N/A 1.37 N/A N/A N/A 20.00 20.42 295.54 5 SDMH-15 On Sag 1 291.35 294.92 291.35 10.00 4.23 2.30 0.52 81.48 20.00 9.53 289.44 6 SDMH-17 On Grade 1 284.43 289.25 284.43 N/A 2.82 N/A N/A NIA 20.00 11.55 288.29 7 SDMH-2 On Sag 1 283.10 287.77 283.10 10.00 2.11 N/A N/A N/A 20.00 4.36 288.95 8 SDMH-3 On Sag 1 283.70 288.59 283.70 10.00 0.89 N/A NIA NIA 20.00 12.76 295.23 9 SDMH-31 On Sag 1 288.41 294.88 288.41 10.00 1.88 N/A WA N/A 20.00 11.61 288.32 10 SDMH-4 On Sag 1 283.02 287.81 283.02 283.41 10.00 10.00 2.12 5.43 N/A N/A N/A 20.00 13.02 288.99 11 SDMH-5 On Sag 1 283.41 284.41 288.41 288.87 284.41 N/A 4.67 3.36 1.30 72.07 20.00 10.29 289.12 12 SDMH-5A On Grade 1 286.27 291.02 286.27 N/A 3.73 2.51 1.22 67.30 20.00 17.70 291.21 13 SDMH-6 On Grade 1 1 287.25 291.16 287.25 10.00 1.86 N/A N/A N/A 20.00 12.25 291.66 14 SDMH-7 On Sag 288.24 10.00 2.84 NIA N/A N/A 20.00 16.24 291.72 15 SDMH-8 On Sag 1 288.24 291.16 Baseline Storage Kitchen Little Rock Arkansas Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover rt rt n n ti ►t n, (in) 1 FES-2 283.56 286.93 3-38 283.56 0.00 286.93 0.00 0.00 D.DD 2 FES-6 278.75 781.68 2.33 278.75 0.00 281.D8 0.00 0.00 0.00 3 SDMH-18 288.10 290.17 2.07 288.10 0.00 290.17 0.00 10.01) 0.00 4 SDMH-19 285.87 290.15 4.28 285.87 O.DO 290.15 0.00 10.00 0.00 5 SDMH-20 286.64 291.68 5-04 286-64 0.D0 291.68 0.00 10.00 0.00 6 SDMH-21 289.02 291.65 2.62 289.02 0.00 291-65 0.00 10.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Peak Total Total Time Flooded Flooded ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL FlooOccurrenceding Volume Inflow Attained Attained Depth Attained Attained Attained Occurrence Attained ft H R fl ft da hh:mm da s hh:mm W-in; rmin 1 FES-2 cFs 51.94 cTs 51.94 ft 284.77 1.21 0.00 2.17 283.59 0.03 0 00:29 0 00:00 0 00:00 0.00 0.00 0.00 0.00 2 FES-6 50.29 50.29 279.96 1.21 0.00 1.21 278.79 0.04 0.00 0 00:32 0 00:05 0 00:00 0.00 0.00 3 SDMH-18 1.00 1.00 288.45 0.35 0.00 1.72 3.64 288.10 285.88 0.01 0 00:05 0 00:00 0.00 0.00 4 SDMH-19 3.67 0.99 286.52 0.65 0.00 4.56 286.64 0.00 0 00:05 0 00:00 0.00 0.00 5 SDMH-20 1.85 0.99 287.12 0.48 0.00 289.02 0.00 0 00:05 0 00:00 0.00 0.00 6 SDMH-21 1.00 1.00 289.37 0.35 0.00 2.28 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Flap nhnesEntranceExLasses AdLosses itional IF olw Fla e ID Invert Invert Invert Invert Drop Slope Roughness tlu g s osses Elevation Offset Elevation Offset Ids) ift {ft] 294.83 t! A R It ft 287.81 4.79 6.83 % 6.900o User -Defined R ft 0.500 16.000 0.0150 0.5000 Q.5000 0.0000 0 fl0 Iva o.0000 0.00 No i L-St. - ( f 2) 99.02 2 L-SL - (4) 188.48 291.02 4.75 288.87 4.46 2.15 1.1400 User -Defined 0.500 23.500 0.0150 0.5000 0.5000 User 0.500 23.500 0.0320 0.5000 0.5000 0.0000 0.00 No 4 L SL-(3A) 61.40 288.87 4.46 288.41 5.00 0.46 0.7500 -Defined Channel Results SN Element Peak Time of Design Fiow Peak Flow! Peak Flow Travel Peak Flow Depth Peak Flaw Depthr Total Time Froude Reported Surcharged Number Condilian ID Flow Peak Flow Capacity Design Flow Velocity Time Occurrence Ratio Total Depth Ratio cCs (days hh:mm cis 0.00 fllsec min 0.00 ft 0.00 0.00 (min) O.OD 1 L-SL-(12) 2 L-SL - (4) Ous 1.03 0 MOO 0 0013 15.23 8.85 0.12 2.63 1.19 0.22 0.43 0.00 3 L-SL - (8) 0.37 0 00.106 4.64 0.08 1.88 0.86 0.17 0.24 0.34 0.49 0.00 0.00 4 L-SL-(3A) 1_12 0 00:05 7.13 0.16 1.87 0.55 Pipe Input Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExiVeend Additional Initial SN ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Elevation Offset Elevation Offset Height ds 1 SL - {i) o 27.62 tt 283.10 (ft 0.00 ft 282.90 tt 0.00 0.20 % 0.7200 CIRCULAR In in 24.000 24.000 0.012D 0.5000 0-5000 0.0000 0.0000 0.00 0.00 2 SL-(10) 156.55 290.55 0.00 288.98 0.00 1.57 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.5000 0.5000 0 0000 0.00 3 SL - (12) 97.28 290.00 0.00 283.50 0.48 6.50 6.6800 CIRCULAR 18.000 18.000 0.0120 0.0120 0.5000 0.5000 0.0000 0.00 4 SL-(13) 178.03 291.35 0.00 290.00 0.00 1.35 0.7600 CIRCULAR 18.000 18.000 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 5 SL - (15) 5 47 24 285.87 0 00 285.40 0.97 0.47 0.47 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 000 SL- (15) (1) 238.53 288.87 0.00 285.40 0.97 0.9300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 7 SL-(16) 76.51 286.64 0.00 285.87 0.00 0.77 1.0000 CIRCULAR 12.000 12.000 0.0120 0 5000 0.5000 0.0000 0.00 8 SL - (17) 238.30 289.02 0.00 286.64 0.00 2.38 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 9 SL-(18) 11.38 283.02 0.00 282.90 0.00 0.12 1.0300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 10 SL-(2) 65.38 283.70 0.00 283.20 0.10 0.50 0.7600 CIRCULAR 29.040 45.000 0.0130 0.5000 0.5000 0.0000 0.00 11 SL - (20) 70.41 278.75 0.00 278.40 0.00 0.35 0.5000 Horizontal Ellipse 24.000 38.040 0.0130 0.5000 0.5000 0.0000 0.00 12 SL- (22) 74A6 283.56 0.00 283.00 0.00 0.56 0.7500 Horizontal Ellipse 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 13 SL- (3) 51.68 283.41 0.00 283.02 0.00 0.39 0.7400 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 00000 0.00 14 SL - (4) 186.32 286.27 0.00 284.41 0.00 1.86 1.0000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 15 SL- (5) 130.47 287.25 0.00 286.27 0.00 0.98 0.7500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 16 SL-(6) 118.23 288.24 0.00 287.65 0.40 0.59 0.5000 CIRCULAR CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 17 SL-(8) 95.90 284.43 0.00 283.70 0.00 0.73 0.40 2.35 0.7600 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 18 SL-(8) (1) 235.05 287.18 0.00 0.00 284.83 287.65 0.40 0.76 1.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 L 19 S-(9) 20 SL- (9) (1) 50.57 38.30 288.41 288.98 0.00 288.41 0.00 0.57 1.4900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.0000 0.00 0.00 21 SL-(3A) 59.49 284.41 0.00 283.81 0.40 0.60 1.0100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 Flap No. of Gate Barrels No i No 1 No 1 No 1 No 1 No 7 No i No 3 No 3 No 1 No 2 No 2 No 7 No 1 No 1 No 1 No No 1 No 7 No r No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow) Peak Flow Travel Peak F10%v Depth Peak Flow Depth/ Total Time Surcharged Froude Reported Number Condition ID Flow Peak Flow Capacity Design Flaw Velocity Time Occurrence Ratio Total Depth Ratio (cfs da hh7mm as 0.53 tvse❑ 6.74 min 0.07 (f[) 1.04 0.52 [min) 0.00 CasCuialed 1 SL - (1) 11.06 4.34 0 00:05 0 00:05 20.85 10.52 0.41 6.99 0.37 0.67 0.45 0.00 Calculated 2 SL - (10) 3SL- (12) 4.20 000:18 29.42 0.14 11.80 0.14 0.38 0.26 0.00 0.00 Calculated Calculated 4 SL-(13) 4.20 0 00:18 9.92 0.42 6.11 0.49 0.68 0.64 0.45 0.51 0.00 Calculated 5 SL-(15) 3.67 0 00:05 7.00 0.52 5.78 7.38 0.14 0.54 0.34 0.34 0.00 Calculated 6 SL-(15) (1) 0.94 0 00:05 3.73 0.25 0.48 4.88 0.26 049 0.49 0.00 Calculated 7 SL- (16) 1.84 0 00:05 0 00:05 3.85 3.86 0.24 7.56 0.53 0.33 0.33 0.00 Calculated 8 SL-(17) 9 SL-(18) 0.94 25.85 0 00:06 45.04 0.57 9.49 0.02 1.36 0.54 0.00 0.00 Calculated Calculated 10 SL-(2) 9.26 0 00:05 19.78 0.47 6.21 0.18 0.96 1.21 0.48 0.50 0.00 Calculated 11 SL-(20) 50.22 0 00:32 97.73 0.51 6.77 7.84 0.17 0.16 1.21 0.60 0.00 Calculated 12 SL-(22) 51.87 0 00:29 72.39 0.72 0.61 7.59 0.11 1.42 0.57 0.00 Calculated 13 SL-(3) 21.73 0 00:06 35.40 0.71 6.85 0.45 1.23 0.62 0.00 Calculated 14SL-(4) 13.82 0 00:06 19.59 19.61 0.63 6.67 0.33 1.15 0.57 0.00 Calculated 15 SL - (5) 12.35 2.75 0 00:05 0 00:05 8.04 0.34 5.40 0.36 0.60 0.40 0.00 Calculated 16 SL - (6) 17 SL-(8) 8.40 0 00:05 21.39 0.39 6.42 0.25 0.87 0.44 0.00 0.00 Calculated Calculated 18 SL- (8) (1) 2.59 0 00:05 11.38 0.23 8.04 0.49 0.48 0.85 0.32 0.57 0.00 Calculated 19 SL-(9) 7.92 0 00:05 12.88 0.61 0.48 7.67 7.19 0.11 0.09 0.73 0.49 0.00 Calculated 20SL-(9)(1) 6.15 000:05 12.81 0.74 7.93 0.13 1.28 0.64 0.00 Calculated 21 SL-(3A) 16.79 0 00:06 22.72 Inlet Input SN Element Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Location Inlets Invert Elevation Depth Water Water Area Clogging Elevation Elevation Depth Factor ft ft ft tt iftl (ft)1.11 1 SDMH-11 On Sag 1 28B.98 293.73 4.75 288.98 0.00 10.00 0.00 2 SDMH-12 On Sag 1 290.55 295.20 4.65 290.55 0.00 10.00 0.00 3 SDMH-13 On Sag 1 287.18 292.76 5.58 287.18 0.00 10.00 0.00 4 SDMH-14 On Grade 1 290.00 294.63 4.63 290.00 0.00 N/A 0.00 5 SDMH-15 On Sag 1 291.35 294.92 3.57 291.35 0.00 10.00 0.00 6 SDMH-17 On Grade 1 284.43 289.25 4.82 284.43 0.00 N/A 000 7 SDMH-2 On Sag 1 283.10 287.77 4.67 283.10 0.00 10.00 0.00 8 SDMH-3 On Sag 1 28370 288.59 4.89 283.70 0.00 10.00 0.00 9 SDMH-31 On Sag 1 288.41 294.88 6.47 288.41 0.00 10.00 0.00 10 SDMH-4 On Sag 1 283.02 287.81 4.79 283.02 0.00 10.00 0.00 11 SDMH-5 On Sag 1 283.41 288.41 5.01 283.41 0.00 10.00 0.00 12 SDMH-5A On Grade 1 284.41 288.87 4.46 284.41 0.00 N/A 0.00 13 SDMH-6 On Grade 1 286.27 291 02 4.75 286.27 0.00 N/A 0.00 14 SDMH-7 On Sag 1 287.25 291.16 3.91 287.25 0.00 10.00 0.00 15 SDMH-8 On Sag 1 288.24 291.16 2.92 288.24 0.00 1000 0.00 Roadway & Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope Rift fvn W R n Ft 1 SDMH 11 NIA 0.0150 0.0150 0.0200 1.50 0.1312 20.00 2 SDMH-12 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 3 SDMH-13 N/A 0.0350 0.0150 0.0200 1.50 0.1312 20.00 4 SDMH-14 0.0100 0.0300 0.0150 0.0200 1.50 01312 20.00 5 SDMH-15 N/A 0.0135 0.0150 0.0200 1.50 0.1312 20.00 6 SDMH-17 0.0160 0.0200 0.0150 0.0200 1.50 0.1312 2000 7 SDMH-2 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 B SDMH-3 N/A 0.0250 0.0150 0.0200 1.50 0.1312 20.00 9 SDMH-31 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 10 SDMH-4 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 11 SDMH-5 N/A 0.0250 0.0150 0.0200 1.50 0.1312 20.00 12 SDMH-5A 0.0140 0.0250 0.0150 0.0200 150 0.1312 20.00 13 SDMH-6 0.0100 0.0100 0.0150 0.0200 1.50 0.1312 20.00 14 SDMH-7 N/A 0.0130 0.0150 0.0200 1.50 01312 20.00 15 SDMH-B N/A 0.0130 0.0150 0.0200 1.50 01312 20.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max � �� Gutter Time Max Flooded Total Time oded ID Flow Lateral Intercepted Bypassing Efficiency Spree Water Depth Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flaw Flow ( dS Ws cfs q� ft ft R da s hh:mm amain {min 1 SDMH-11 1.91 1.91 NIA NIA N/A 12.88 294A9 0.35 000:05 0.00 0.00 0.00 2 SDMH-12 4.47 4.47 WA NIA NIA 19.07 295.83 0.63 0.48 0 00:05 0 00:05 0.00 0.00 0.00 3 SDMH-13 2.70 2.70 NIA N/A N/A 6.54 6.25 293.24 294.81 0.17 0 00:18 0.00 0.00 4 SDMH-14 1.37 1.37 1.37 0.00 100.00 N/A 20.42 295.54 0.62 0 00:18 0.00 0.00 5 SDMH-15 4.23 4.23 NIA N/A 0.52 81.48 9.53 28944 0.19 0 00:05 0.00 0.00 6 SDMH-17 2.82 2.82 2.30 N/A N/A 11.55 288.29 0.51 0 00:05 0.00 0.00 7 SDMH-2 2.11 2.11 N/A NIA NIA 4.36 288.95 0.36 0 00:05 0.00 0.00 8 SDMH-3 0.89 0.68 NIA N/A N/A N/A 12.76 295.23 0.35 0 00:05 0.00 0.00 9 SDMH-31 1.88 1.88 NIA N/A NIA 11.61 288.32 0.51 0 00:06 000 000 10 SDMH-4 2.12 2.12 N/A N/A N/A 13.02 288.99 0.58 0 00:06 0.00 0.00 11 SDMH-5 5.43 4.67 3.36 1.30 72.07 10.29 289.12 0.25 0 00:06 0.00 0.00 12 SDMH-5A 4.67 4.67 2.51 1.22 67.30 17.70 291.21 0.19 0 00:05 0.00 000 13 SDMH-6 3.73 3.73 N/A N/A NIA 12.25 291.66 0.50 0 00:05 0.00 0.00 14 SDMH-7 1.86 1.86 N/A 16.24 291.72 0.55 0 00:05 0.00 0.00 15 SDMH-8 2.84 2.84 N/A N/A 25 Year Design Storm 11 Project Description File Name............................................................................. Baseline Storage & Kitchen SSA Drainage 3-14-24.SPF Project Options FlowUnits----.•---................................................................... CFS ElevationType...................................................................... Elevation Hydrology Method................................................................. Rational Time of Concentration (TOC) blethad...............................•.. SCS TR-55 Link Routing Method .................................................. .:......... Kinematic Wave Enable Overflow Ponding at Nodes ...................................... YES Skip Steady State Analysis Time Periods ........... ................ NO Analysis Options Start Analysis On.................................................................. Mar 13, 2024 00:00:00 End Analysis On-., ........ ......................................................... Mar 14, 2024 00:00:00 Start Reporting On................................................................ Mar 13, 2024 00:00:00 Antecedent Dry Days............................................................ 0 days Runoff (Dry Weather) Time Step .......................................... 0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ................ :;..................... 0 00:05:00 days hh:mm:ss Reporting Time Step .................................. ........................... 0 00:05:00 days hh:mm:ss Routing Time Step................................................................ 30 seconds Number of Elements my RainGages 0 ........................................................................... Subbasins•..................................................I....................21 Nodes ........................ .......... ........................ :....,............... 25 Jvnc9ans .................... -..._................ ....... ............6 Outfalls......................................................................... 4 Flow Diversions........................................................... 0 Inlets............................................................................ 15 StorageNodo............................................................. 0 Links.................... .................................................................. 25 Channels......................... :............................................ 4 Pipes............................................................................ 21 Pumps.......................................................................... 0 Orifices......................................................................... 0 Weirs............................................................................ 0 Outlets............................................................. _...........0 Pollutants ......» ............. ...................... _ ...... .......... ...............0 LandUses ........................... ....... .»................ .................. ....... 0 Rainfall Details ReturnPeriod........................................................................ 25 year(s) Subbasin Summary SIN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume ac in in aG Irt cfs da htt:mm:ss 1 Sub01 43.80 0.33D0 2% 0.67 29.39 59.80 0 00:29:31 2 Sub-02 44.29 0.3300 2.11 0.70 30.87 57.90 0 OD:31:57 3 Sub-SDMH-11 0.27 0.9000 0.77 0.69 0.18 2.19 0 00:05:00 4 Sub-SDMH-12 0.66 0.8500 0.77 0.65 0.43 5.15 0 00:05:00 5 Sub-SDMH-13 0.38 0.9000 0.77 0.69 0.26 3.10 0 00:05:00 6 Sub-SDMH-14 0.19 0.9000 0.77 0.69 0.13 1.58 0 00:05,= 7 Sub-SDMH-15 1.21 0.8000 1.53 1.22 1.48 4.87 0 00:18:14 8 Sub-SDMH-17 0.39 0.9000 0.77 0.69 0.27 3.25 0 00:05:00 9 Sub-SDMH-18 0.14 0.9000 0.77 0.69 0.10 1.15 0 00:05:00 10 Sub-SDMH-19 0.14 0.9000 0.77 0.69 0.10 1.14 0 00:05:00 11 Sub-SDMH-2 0.29 0.9000 0.77 0.69 0.20 2.43 0 00:05:00 12 Sub-SDMW20 0.14 0.9000 0.77 0.69 0.10 1,14 0 00,05:00 13 Sub-SDMH-21 0.14 0.9000 0.77 0.69 0.10 1.15 0 D0:05:00 14 Sub-SDMH-3 0.09 0.9000 0.77 0.69 0.06 0.78 0 00:05:0D 15 Sub-SDMH-31 0.26 0.9000 0.77 0.69 0.18 2.16 0 00:05:OD 16 Sub-SDMH-4 0.30 0.9000 0.77 0.69 0.20 2.44 0 00:05:00 17 Sub-SDMH-5 0.65 0.9D00 0.77 0.69 0.45 5.37 0 00:05:00 18 SUB-SDMH-5A 0.65 0.9000 0.77 0.69 0.45 5.37 0 00:05,00 19 Sub-SDMH-6 0.87 0.8000 1.20 0.96 0.83 4.29 0 00:11AC 20 Sub-SDMH-7 0.26 0.9000 0,77 0.69 0.18 2.14 0 00:05:00 21 Sub-SDMH-8 0.39 0.9000 0.77 0.69 0.27 3.26 0 00:05:00 Node Summary SN Element Element Invert GroundfRim Injul Surcharge Ponded Peak Max HGL Max Min Time of Peak Flooded Total Total Time Flooded ID Type Elevation (Max) Water Elevation Area Inflow Etevation Surcharge Freeboard Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence It tt It ft' cfs tt fs ft da hh mm a Im,n 1 FES-2 Junction 203.56 286.93 283.56 286.93 0.00 59.80 284.88 OAO 2.05 1.09 0 00:00 0 00:00 0.00 0.00 0.00 0.00 2 FES-6 Junction 278.75 281.08 278.75 261.08 0.00 57.90 280.07 0.00 0.00 1.69 0 00:00 0.00 0.00 3 SDMH-18 Junction 288.10 290.17 288.10 290.17 10.00 1.15 10.00 4.24 288.48 286.58 0.00 3.58 0 00:00 0.00 0.00 4 SDMH-19 Junction 285.87 290.15 285.87 290.15 291.68 10.00 2.13 287.17 0.00 4.51 0 00:00 0.00 0.00 5 SDMH-20 Junction 286.64 291.68 291.65 286.64 289.02 291.65 10.00 1.15 289.40 0.00 2.25 0 00:00 0.00 0.00 6 SDMH-21 Junction 289.02 12.77 284.03 7 Out-1SL-(1) Ouffall 282.90 29.81 284.39 8 Out-1 SL - (18) Outfall 282.90 9 Out-1 SL - (20) Outfall 278.40 57.82 279.72 10 Out-1 SL - (22) Ouffall 283.00 59.72 284.32 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Capacity Peak Flow! Peak Flow Peak Flow DesignRFlowo Velocity Depth Peak Flow DepTotal ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow D ptth Node Elevation Elevation Ratio tt) 283.10 11,9I 282.90 0.7200 n 24.000 (cis 0.0120 12.77 c!sl 20.85 0.67 TUsec 6.8T Ift] 1 t3 0.57 1 5L-(1) Pipe SDMH-2 Out-1SL-(1) SDMH-12 SDMH-11 27.62 156.55 290.55 288.98 1.0000 18.000 0.0130 5.00 10.52 0.48 7.41 0.73 0.41 0.48 0.27 2 SL-(10) 3 SL-(12) Pipe Pipe SDMH-14 SDMH-4 97.28 290.00 283.50 6.6800 18.000 0.0120 4.84 29.42 9.92 0.16 0.49 12.29 6.24 0.74 0.49 4 SL-(13) Pipe SDMH-15 SDMH-14 178.03 291.35 290.00 0.7600 18.000 0.0120 4.84 0.0120 4.24 0.61 0.37 0 56 5 SL - (15) Pipe SDMH-19 SDMH-17 47.24 285.87 285.40 1.0000 15.000 12.000 0.0120 1.08 3.73 3.73 0.29 7.61 7.61 0.53 0.53 6 SL-(15) (1) Pipe SDMH-18 SDMH-19 238.53 288.10 285.87 0.9300 12.000 0.0120 2.13 3.85 0.55 5.05 0.53 0.53 7 SL-(16) Pipe SDMH-20 SDMH-19 76.51 286.64 285.87 1.0000 12.000 0.0120 1.08 3.86 0.28 7.77 0.36 0.36 8 SL-(17) Pipe SDMH-21 SDMH-20 238.30 289.02 286.64 1.0000 30.000 0.0120 29.81 45.04 0.66 9.80 1.49 0.59 9 SL-(18) Pipe SDMH-4 Out-1SL-(18) 11.38 283.02 282.90 1.0300 0.7600 24.000 0.0130 10.6E 19.78 0.54 6.43 1 05 0.52 10 SL-(2) Pipe SDMH-3 SDMH-2 65.38 283.70 278.75 283.20 278.40 0.5000 29.000 0.0130 57.82 97.73 0.59 6.91 1.32 0.55 11 SL-(20) Pipe FES-6 Out-1SL-(20) FES-2 Out-1 SL - (22) 70.41 74.16 283.56 283.00 0.7500 24.000 0.0130 59.72 72.39 0.83 8.09 1.32 1.36 0.66 0.62 12 SL - (22) 13 SL-(3) Pipe Pipe SDMH-5 SDMH-4 51.68 283.41 283.02 0.7400 30.000 0.0130 25.85 19.59 19.61 0.81 0.81 7.06 1.36 0.68 14 SL-(4) Pipe SDMH-6 SDMH-5A 186.32 286.27 284.41 1.0000 24.000 0.0150 15.85 0.0130 14.23 19.61 0.73 6.89 6.89 1.26 0.63 15 SL-(5) Pipe SDMH-7 SDMH-6 130.47 287.25 286.27 0.7500 24.000 18.000 0.0120 3.17 8.04 0.39 5.52 0.65 0.43 16 SL-(6) Pipe SDMH-8 SDMH-7 118.23 288.24 287.65 0.5000 0.7600 24.000 0.0120 9.55 21.39 0.45 6.64 0.94 0.47 17 SL - (8) Pipe SDMH-17 SDMH-3 95.90 284.43 283.70 284.83 1.0000 18.000 0.0120 2.96 11.38 0.26 8.32 0.52 035 18 SL - (8) (1) Pipe SDMH-13 SDMH-17 235.05 287.18 1.5000 18.000 0.0130 9.13 12.88 0.71 7.92 0.93 0.62 19 SL-(9) Pipe SDMH-31 SDMH-7 50.57 288.41 288.98 287.65 288.41 1.4900 18.000 0.0130 7.09 12.81 0.55 7.44 0.80 0.53 20 SL-(9) (1) Pipe SDMH-11 SDMH-31 38.30 283.81 1.0100 24.000 0.0130 19.11 22.72 0.84 8.12 1.40 0.70 21 SL-(3A) Pipe SDMH-5A SDMH-5 59.49 284.41 294.63 287.81 6.9000 6.000 0.0150 0.00 15.23 0.00 0.00 0.01 0.02 22 LL-SL 2) Channel SDMH-14 SDMH-4 99.02 288.87 1.1400 6.000 0.0150 1.38 8.85 0.16 2.74 0.24 0.49 23 L-SL - (4) Channel SDMH SDMH-SA 188.48 291.02 0.6800 6.000 0.0150 0.54 4. 0..01 0.2 0.41 24 L-SL-(8) Channel SDMH-17 SDMH-3 97.48 289.25 288.59 288.41 0.7500 6.000 0.0320 1.51 7.13 0.21 1.95 0.27 0.55 25 L-SL-(3A) Channel SDMH-5A SDMH-5 61.40 288.87 Baseline Storage Kitchen Little Rock Arkansas Inlet Summary SN Element Inlet Number of Catchbasin Max (Rim) Inilial Ponded Peak Peak Flow Peak Flow Inlet Allowable Efficlency Spread Max Gutter Spread Max Gutter Water Elev. ID Location Inlets Invert Elevation Water Area Flow Intercepted Bypessing during Peak during Peak Elevation Elevation by InW1 during Peak Flow Flow Inlet Flow I fl ft e S11 cis rds cls °h ah 11 [}r} 1 SDMH-11 On Sag 1 288.98 293.73 288.98 10.00 2.19 N/A N/A NIA 20.00 20.00 13.99 20.93 294.10 295.86 2 SDMH-12 On Sag 1 290.55 295.20 290.55 10.00 5.14 WA WA N/A N/A N/A 20.00 7.18 293.26 3 SDMH-13 On Sag 1 287.18 292.76 287.18 10.00 3.10 N/A 1.58 0.00 100.00 20.00 6.58 294.82 4 SDMH-14 On Grade 1 290.00 294.63 290.00 N/A 1.58 N/A N/A N/A 20.00 22.44 295.57 5 SDMH-15 On Sag 1 291.35 294.92 291.35 10.00 4.87 2.51 0.74 77.28 20.00 10.04 289.45 6 SDMH-17 On Grade 7 284.43 289.25 284.43 N/A 3.25 N/A N/A N/A 20.00 12.68 288.30 7 SDMH-2 On Sag 1 283.10 287.77 283.10 10.00 2.43 N/A N/A WA 20.00 5.19 288.97 8 SDMH-3 On Sag 1 283.70 288.59 283.70 10.00 1.15 N/A WA N/A 20.00 13.86 295.24 9 SDMH-31 On Sag 1 286.41 294.68 288.41 10.00 2.16 N/A N/A N/A 20.00 12.74 288.34 10 SDMH-4 On Sag 1 283.02 287.81 283.02 10.00 2.44 N/A N/A WA 20.00 14.66 289.03 11 SDMH-5 On Sag T 283.41 288.41 283.41 10.00 6.48 3.65 1.72 68.01 20.00 10.84 289.13 12 SDMH-5A On Grade 1 284.41 288.87 284.41 N/A 5.37 2.70 1.59 63.05 20.00 18.67 291.22 13 SDMH-6 On Grade 1 286.27 291.02 286.27 N/A 4.29 N/A N/A N/A 20.00 13.44 291.68 14 SDMH-7 On Sag 1 287.25 291.16 287.25 10.00 2.14 N/A N/A N/A 20.00 17.83 291.74 15 SDMH-8 On Sag 1 288.24 291.16 288.24 10.00 3.26 Baseline Storage Kitchen Little Rock Arkansas Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover ft ft ft it itt fl ifl) ft') 1 rES-2 283.56 286.93 3.38 283.56 0.00 286,93 0.00 ❑ 00 0,00 2 FES-6 278.75 281.08 2.33 278.75 0.00 281.08 0.00 0.00 0.00 3 SDMH-18 288.10 290.17 2.07 288.10 0.00 290.17 0.00 10.00 0.00 4 SDMH-19 285.87 290.15 4.28 285.87 0.00 290.15 0.00 10.00 0.00 5 SDMH-20 286.64 291.68 5.04 286.64 0.00 291.68 0.00 10.00 0.00 6 SDMH-21 289.02 291.65 2.62 289.02 0.00 291.65 0.00 10.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Peak Total Total Time Flooded Flooded ID Inflow Laieral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Volume Inflow Attained Attained Depth Attained Attained Attained Occurrence Attained OccurrenceFlooding Smlril tt ft ft ft da hh:mm da hh:mm ac- 1 FES-2 cFa 59.80 GIs) 59.80 28C88 1.32 0.00 2.D.5 283.59 0.03 0 00:29 0 00:00 0 00:00 0.00 0.00 0.00 0.00 2 FES-6 57.90 57.90 280.07 1.32 0.00 1.09 278.79 288.10 0.04 0.00 0 00:32 0 00:05 0 00:00 0.00 0.00 3 SDMH-18 1.15 1.15 288.48 0.38 0.00 1.69 3.58 285.88 0.01 0 00:05 0 00:00 0.00 0.00 4 SDMH-19 4.24 1.14 286.58 0.71 0.00 4.51 286.64 0.00 0 00:05 0 00:00 0.00 0.00 5 SDMH-20 2.13 1.14 287.17 0.53 0.00 2.25 289.02 0.00 0 00:05 0 00:00 0.00 0.00 6 SDMH-21 1.15 1.15 289.40 0.38 0.00 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance E.xMend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gale Elevation Offset Elevation Offset 1 L-SL-(12) o12 99.02 00 294.63 R 4.63 ft $) 287.61 4.7g 6.83 6.9WO User-Defned fR R(CIS) 0.500 16.00D 0.0150 0.5000 0-500o O.OWO 0.00 No 2 L-SL - (4) I88.48 291.02 4.75 288.87 4.46 2.15 1.1400 User -Defined 0.500 23.500 0.0160 0.5000 0.5000 0.0000 0.00 No No 3 LSL - (8) 97.48 289.25 4.82 288.59 4.89 0.66 0.6800 User-DeFined 0.500 15.500 0.0150 0.5000 0.5000 0.5000 0.0000 0.00 0.0000 0.00 No 4 L-SL-(3A) 61.40 288.87 4.46 288.41 5.00 0.46 0.7500 User -Defined 0.500 23.500 0.0320 0.5000 Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio cfs da s hh:mm ids] ltlsec mkn minl 1 L-SL - (12) 0.00 0 00:05 15.23 0.00 0.00 0.01 0.02 0.00 2 L-SL - (4) 1.38 0 00:13 8.85 0.16 2.74 1.15 0.24 0.49 0.00 3 LSL - (8) 0.54 0 00:06 4.64 0.12 2.01 0.81 0.20 0.41 0.00 4 L-SL-(3A) 1.51 0 00:05 7.13 0.21 1.95 0.52 0.27 0.55 0.00 Pipe Input Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExiVBend Additional Initial SN Element ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Elevation Offset Elevation Offset Height cfs 1 SL-(1) ft 27.62 R 283.10 R 0.00 ft 282.90 ft 0.00 0.20 % 0,7200CIRCULAR in in 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.0000 0.00 000 2 SL - (10) 156.55 290.55 0.00 288.98 0.00 1.57 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.5000 0.5000 0.0000 0.00 3 SL - (12) 97.28 290.00 0.00 283.50 0.48 6.50 6.6800 CIRCULAR 18.000 18.000 18.000 18.000 0.0120 0.0120 0.5000 0.5000 0.0000 0.00 4 SL-(13) 178.03 291.35 0.00 290.00 0.00 1.35 0.7600 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 5 SL- (15) 47.24 285.87 0.00 285.40 0.97 0.47 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 000 6 SL- (15) (1) 238.53 288.10 0.00 285.87 0.00 2.23 0.9300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 7 SL- (16) 76.51 286.64 0.00 285.87 0.00 0.77 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 8 SL-(17) 238.30 289.02 0.00 286.64 0.00 2.38 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 00000 000 9 SL - (18) 11.38 283.02 0.00 282.90 0.00 0.12 1.0300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 10 SL-(2) 65.38 283.70 0.00 283.20 0.10 0.50 0.35 0.7600 CIRCULAR 0.5000 Horizontal Ellipse 29.040 45.000 0.0130 0.5000 0.5000 0.0000 0.00 11 SL- (20) 70.41 278.75 0.00 0.00 278.40 283.00 0.00 0.00 0.56 0.7500 Horizontal Ellipse 24.000 38.040 0.0130 0.5000 0.5000 0.0000 0.00 12 SL- (22) 74.16 51.68 283.56 283.41 0.00 283.02 0.00 0.39 0.7400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 13 SL-(3) 14 SL-(4) 186.32 286.27 0.00 284.41 0.00 1.86 1.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.0000 0.00 0.00 15 SL-(5) 130.47 287.25 0.00 286.27 0.00 0.98 0.7500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.5000 00000 0.00 16 SL - (6) 118.23 288.24 0.00 287.65 0.40 0.59 0.5000 CIRCULAR 18.000 18.000 0.0120 0.0120 0.5000 0.5000 0.5000 0.0000 0.00 17 SL - (8) 95.90 284.43 0.00 283.70 0.00 0.73 0.7600 CIRCULAR 24.000 24.000 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 18 SL- (8) (1) 235.05 287.18 0.00 284.83 0.40 2.35 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 19 SL-(9) 50.57 288.41 0.00 287.65 0.40 0.76 1.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 20 SL-(9) (1) 3B.30 288.98 0.00 288.41 0.00 0.57 1.4900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 21 SL-(3A) 59.49 284.41 0.00 283.81 0.40 0.60 1.0100 CIRCULAR Flap No. of Gate Barrels No No No No No 1 No 1 No 1 No No 1 No 1 No No No No 1 No No No No t No No No Pipe Results SIN Element Peak Time of Design Flow Peak Flowf Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow peak F€Dw Capacity Design Flow Velocity Time Oepth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio 1 SL - (1) cfs 12.77 fdays hh.mm 0 00:05 cis] 20.85 0.61 fuser. 6.97 min 0.07 (li 1 13 0.57 min 0.00 Calculated 2SL- (10) 5.00 000:05 10.52 0.48 7.41 0.35 0.73 0.48 0.00 Calculated Calculated 3 SL-(12) 4.84 0 00:18 29.42 0.16 12.29 0.13 0.41 0.74 0.27 0.49 0.00 0.00 Calculated 4 SL-(13) 4.84 0 00:18 9.92 0.49 0.61 6.24 5.98 0.48 0.13 0.70 056 0.00 Calculated 5 SL - (15) 6SL-(15)(1) 4.24 1.08 0 00:05 000:05 7.00 3.73 0.29 7.61 0.52 0.37 0.37 0.00 Calculated 7 SL-(16) 2.13 0 00:05 3.85 0.55 5.05 0.25 0.53 0.53 0.00 0.00 Calculated Calculated 8 SL-(17) 1.08 0 00:05 3.86 0.28 7.77 0.51 0.36 1.49 0.36 0.59 0.00 Calculated 9SL-(18) 29.81 0 00:06 45.04 0.66 9.80 6.43 0.02 0.17 1.05 0.52 0.00 Calculated 10 SL-(2) 11 SL-(20) 10.68 57.82 0 00:05 0 00:32 19.78 97.73 0.54 0.59 6.91 0.17 1.32 0.55 0.00 Calculated 12 SL-(22) 59.72 0 00:29 72.39 0.83 8.09 0.15 1.32 0.66 0.00 000 Calculated Calculated 13 SL - (3) 25.05 0 00:06 35.40 0.71 7.83 0.11 1.55 1.36 0.62 0.68 0.00 Calculated 14SL-(4) 15.85 0 00:06 19.59 0.81 7.06 6.89 0.44 0.32 1.26 0.63 0.00 Calculated 15SL-(5) 14.23 0 00:05 19.61 8.04 0.73 0.39 5.52 0.36 0.65 0.43 000 Calculated 16 SL - (6) 17SL-(8) 3.17 9.55 0 00:05 0 00:05 21.39 0.45 6.64 0.24 0.94 0.47 0.00 Calculated 18 SL-(8)(1) 2.96 0 00:05 11.38 0.26 8.32 0.47 0.52 0.35 0.00 Calculated Calculated 19 SL-(9) 9.13 0 00:05 12.88 0.71 7.92 0.11 0.93 0.80 0.62 0.53 0.00 0.00 Calculated 20 SL- (9) (1) 7.09 0 00:05 12.81 0.55 7.44 8.12 0.09 0.12 1.40 0.70 0.00 Calculated 21 SL-(3A) 19.11 0 00:06 22.72 0.84 Inlet Input SN Element Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Location Inlets Invert Elevation Depth Water Water Area Clogging Elevation Elevation Depth Factor R fl ft R A OD+ A) I SGAnk-1 l or, Say 1 288.98 293.73 4.75 288.98 0.00 10.00 0.00 2 SDMH-12 On Sag 1 290.55 295.20 4.65 290.55 000 10.00 0.00 3 SDMH-13 On Sag 1 287.18 292.76 5.58 287.18 0.00 10.00 0.00 4 SDMH-14 On Grade 1 290.00 294.63 4.63 290.00 0.00 N/A 0.00 5 SDMH-15 On Sag 1 291.35 294.92 3.57 291.35 0.00 10.00 0.00 6 SDMH-17 On Grade 1 284.43 289.25 482 284.43 0.00 N/A 000 7 SDMH-2 On Sag 1 28310 287.77 4.67 283.10 0.00 10.00 0.00 8 SDMH-3 On Sag 1 283.70 288.59 4.89 283.70 000 10.00 000 9 SDMH-31 On Sag 1 288.41 294.88 6.47 288.41 0.00 10.00 0.00 10 SDMH-4 On Sag 1 283.02 287.81 4.79 283.02 0.00 10.00 0.00 11 SDMH-5 On Sag 1 283.41 288.41 5.01 283.41 0.00 10.00 0.00 12 SDMH-5A On Grade 1 284.41 286.87 4.46 284.41 0.00 N/A 0.00 13 SDMH-6 On Grade 1 286.27 291.02 4.75 286.27 000 N/A 0.00 14 SDMH-7 On Sag 1 287.25 291.16 3.91 287.25 0.00 10.00 0.00 15 SDMH-8 On Sag 1 288.24 291.16 2.92 28824 0.00 10.00 0.00 Roadway & Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope Oft) Wft ftm ft it1 ft 1 SDMH-11 NIA 0.0150 0.0150 0.0200 1.50 0.1312 20.00 2 SDMH-12 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 3 SDMH-13 N/A 0.0350 0.0150 0.0200 1.50 0.1312 20.00 4 SDMH-14 0.0100 0.0300 0.0150 0.0200 1.50 0.1312 20.00 5 SDMH-15 N/A 0.0135 0.0150 0.0200 1.50 0.1312 20.00 6 SDMH-17 0.0160 0.0200 0.0150 0.0200 1.50 0.1312 20.00 7 SDMH-2 N/A 0.0150 0.0150 0.0200 1 50 0.1312 20.00 8 SDMH-3 N/A 0,0250 0,0150 0.0200 1.50 0.1312 20.00 9 SDMH-31 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 10 SDMH-4 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 11 SDMH-5 NIA 0.0250 0.0150 0.0200 1 50 0.1312 20.00 12 SDMH-5A 0.0140 0.0250 0.0150 0.0200 1.50 0.1312 20.00 13 SDMH-6 0.0100 0.0100 0.0150 0.0200 1.50 0.1312 20.00 14 SDMH-7 N/A 0.0130 0.0150 0.0200 1.50 0.1312 20.00 15 SDMH-8 N/A 0.0130 0.0150 0.0200 1.50 0.1312 20.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow cfs Cis iqs] (cis [°}•1 [i[1 fS ft da s hh:mm ao-in minl 1 SDMH-11 2.19 2.19 N/A N1A NIA 1:t CA 294.1❑ 0.37 0 00:05 0.00 0.00 2 SDMH-12 5.14 5.14 N/A N/A N/A 20.93 295.86 0.65 0 00:05 0.00 0.00 3 SDMH-13 3.10 3.10 N/A N/A N/A 7.18 293.26 0.50 0 00:05 0.00 0.00 4 SDMH-14 1.58 1.58 1.58 0.00 100.00 6.58 294.82 0.18 0 00:18 0.00 000 5 SDMH-15 4.87 4.87 N/A N/A N/A 22.44 295.57 0.65 0 00:18 0.00 0.00 6 SDMH-17 3.25 3.25 2.51 0.74 77.28 10.04 289.45 0.20 0 00:05 000 0.00 7 SDMH-2 2.43 2.43 N/A N/A N/A 12.68 288.30 0.53 0 00:05 000 0.00 8 SDMH-3 1.15 0.78 N/A N/A N/A 5.19 288.97 0.38 0 00:05 0.00 0.00 9 SDMH-31 2.16 216 N/A N/A N/A 13.86 295.24 0.37 0 00:05 0.00 0.00 10 SDMH-4 2.44 2.44 N/A N/A N/A 12.74 288.34 0.53 0 00:06 0.00 0.00 11 SDMH-5 6.48 5.37 N/A N/A N/A 14.66 289.03 0.62 0 00:06 0.00 0.00 12 SDMH-5A 5.37 5.37 3.65 1.72 68.01 10.84 289.13 0.26 0 00:05 0.00 0.00 13 SDMH-6 4.29 4.29 2.70 1.59 63.05 18.67 29122 0.20 0 00:05 0.00 000 14 SDMH-7 2.14 2.14 N/A N/A WA 13.44 291.68 0.52 0 00:05 0.00 0.00 15 SDMH-8 3.26 3.26 WA N/A N/A 17.83 291.74 0.58 0 00:05 0.00 0.00 50 Year Design Storm 12 Project Description File Name............................................................................. Baseline Storage & Kitchen SSA Drainage 3-14-24.SPF Project Options F1owUnfls........................................................................... CFS ElevationType................................................................... Fevation Hydrology Method . .......... ................................. .......... ..._----- Rational Time of Concentration (TOC) Method ................................ SCS TR-55 Link Routing Method........................................................:.... Kinematic Warne Enable Overflow Ponding at Nodes ...................................... YES Skip Steady State Analysis Time Periods ............................ NO Analysis Options Start Analysis On................................................................. Mar 13, 2024 00:00:00 End Analysis On................................................................... Mar 14, 2024 00:00:00 Start Reporting On .......... ...... ::........................................ :..... Mar 13. 2024 00:00:00 Antecedent Dry Days ........... ........ .... .:......... ... ............... ........ 0 days Runoff (Dry Weather) Time Step ........................................ 001:00:00 days hh:mm:ss Runoff Wet Weather) Time Ste ................::.... 0 00:05:00 days hh:mm:ss Reporting Time Step............................................................ 0 00:05:00 days hh:mm:ss Routing Time Step...................................... ............... ........... 30 seconds Number of Elements my RainGages............. ............... ............................................ 0 Subbasins...-........................................................21 Nodes................................................................................... 25 Junctions..................................................................... 6 Outfalls......................................................................... 4 Flow Diversions........................................................... 0 Inlets.......................................... ....._....— -------- ....... .„... 15 StorageNodes............................................................. 0 Links...................................................................................... 25 Channels...............................:.............,........................ 4 Pipes........................ ::................ _................................ 21 Pumps........................:................................................ 0 Orifices...............................................:........................ 0 weirs............................................................................ 0 Outlets......................._.................................................. 0 Pollutants................................................................._........... 0 LandUses ................... :.....:.................................................. 0 Rainfall Details ReturnPeriod........................................................................ 50 year(s) Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume lac (in) in ac-in) (ofs) (da hh:mm:ss I Sub-01 43.80 0.3300 2.23 0.74 32.19 65.48 ❑ 00:29:31 2 Sub-02 44.29 0.3300 2.31 0.76 33.84 63.41 0 00:31:57 3 Sub-SDMH-11 0.27 0.9000 0.84 0.76 0.20 2.41 0 00:05:00 4 Sub-SDMH-12 0.66 0.8500 0.84 0.72 0.47 5.66 0 00.05:00 5 Sub-SDMH-13 0.38 0.9000 0.84 0.76 0.28 3.42 0 00:05:00 6 Sub-SDMH-14 0.19 0.9000 0.84 076 0.14 1.73 0 00:05:D0 7 Sub-SDMH-15 1.21 0.8000 1.68 1.34 1.62 5.34 0 09:18:14 8 Sub-SDMH-17 0.39 09000 084 0.76 0.30 3.58 0 DD:05:00 9 Sub-SDMW18 0.14 0.9000 0.84 0.76 0.11 1.26 0 00,05:00 10 Sub-SDMH-19 0.14 0.9000 0.84 0.76 0.10 1.26 0 00:05:00 11 Sub-SDMH-2 0.29 0.9000 0.84 0.76 0.22 2.67 0 OD:05:00 12 Sub-SDMH-20 0.14 0.9000 0.84 0.76 0.10 1.26 0 00:05.00 13 Sub-SDMH-21 0.14 0-9000 0.84 0.76 0.11 1.26 0 00:05:00 14 Sub-SDMH-3 0.09 0.9000 0.84 0.76 0.07 0.86 0 00:05:D0 15 Sub-SDMH-31 0.26 0.9000 0.84 0.76 0.20 2.38 0 OD:05:0D 16 Sub-SDMH-4 0.30 0.9000 0.84 0.76 0.22 2.69 0 00:05:00 17 Sub-SDMH-5 0.65 0.9000 0.84 0.76 0.49 5.91 0 00:05:D0 18 SUB-SDMH-5A 0.65 0.9000 0.84 0.76 0.49 5.91 0 0D:D5:00 19 Sub-SDMH-6 0.87 08000 1.31 1.05 0.92 4.71 0 00:11:40 20 Sub-SDMH-7 0.26 0.9000 0.84 0.76 0-20 2.35 0 00:05:00 21 Sub-SDMH-8 0.39 0.9000 0.84 0.76 0.30 3.59 0 MOM Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Peak Total Total Time Flooded Flooded ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence it fl R R ft+ ds (ft tt ida hh:MM G n a min 1 FES-2 Junction 283.56 288.93 283.56 286.93 0.00 65.48 284.97 0.00 1 96 0 00:00 0 00:00 0.00 0.00 0.00 0.00 2 FES-6 Junction 278.75 281.08 278.75 281.08 0.00 63.41 280.14 0.00 1.03 1.67 0 00:00 0.00 0.00 3 SDMH-18 Junction 288.10 290.17 288.10 290.17 10.00 1.26 288.50 286.62 0.00 0.00 3.53 0 00:00 0.00 0.00 4 SDMH-19 Junction 285.87 290.15 291.68 285.87 286.64 290.15 291.68 10.00 4.68 10.00 2.34 287.20 0.00 4.48 0 00:00 0.00 0.00 5 SDMH-20 6 SDMH-21 Junction Junction 286.64 28902 291.65 289.02 291.65 10.00 1.26 289.42 0.00 2.23 0 00:00 000 0.00 7 Out-1 SL - (1) Outfall 282.90 14.07 28410 8 Out-1 SL - (18) Outfall 282.90 32.80 284.48 9 Out-1 SL - (20) Outfall 278.40 63.33 279.79 10 Out-1SL - (22) Outfall 283.00 6539 284.41 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Flow Velocity Depth Peak Flow ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Total Depth P Node Elevation Elevation Ratio Ratio 1 SL-(1) SDMH-2 Out-1SL-(1) s1 27,62 tt 283.10 n 282.90 '% 0.7200 in 24.000 cis 0,0120 14.07 Cfs 20.85 0.67 fuser) 7.13 7.42 [nl 1.20 0.77 0,60 0.51 Pipe 2 SL - (10) Pipe SDMH-12 SDMH-11 156.55 290.55 288.98 1.0000 18.000 0.0130 5.51 10.52 29.42 0.52 0.53 16.32 0.78 29 0.52 3 SL - (12) Pipe SDMH-14 SDMH-4 97.28 290.00 283.50 6.6800 18.000 0.0120 5.30 9.92 0.53 6.32 0.75 0.60 4 SL - (13) Pipe SDMH-15 SDMH-14 178.03 291.35 290.00 0.7600 18.000 0.0120 5.31 7.00 0.67 6.11 0 75 0.6D 5 SL - (15) Pipe SDMH-19 SDMH-17 47.24 285.87 285.40 1.0000 15.000 0.0120 4.68 1.19 3.73 0.32 7.76 0.39 0.39 6SL-(15)(1) Pipe SDMH-18 SDMH-19 238.53 288.10 285.87 0.9300 12.000 0.0120 0.0120 2.34 3.85 0.61 5.17 0.56 0.56 7 SL-(16) Pipe SDMH-20 SDMH-19 76.51 286.64 285.87 1.0000 12.000 12.000 0.0120 1.19 3.86 0.31 7.93 0.38 0.38 8 SL-(17) Pipe SDMH-21 SDMH-20 238.30 289.02 266.64 1.0000 10.01 9 SL - Pipe SDMH4 Out-1 SL - (18) 0.7600 24.000 0.0130 11.77 9.78 0.60 6.58 1.11 0.56 10 SL - (2)) Pipe SDMH 3 SDMH 2 65.38 283.70 278.75 283.20 278.40 0.5000 29.000 0.0130 63.33 97.73 065 7.07 1.38 0.57 11 SL-(20) Pipe FES-6 Out-1SL-(20) FES-2 Out-1 SL - (22) 70.41 74.16 283.56 283.00 0.7500 24.000 0.0130 65.39 72.39 0.90 827 1.41 0.71 0.66 12 SL - (22) 13 SL-(3) Pipe Pipe SDMH-5 SDMH-4 51.68 283.41 283.02 0.7400 30.000 0.0130 27.55 35.40 0.78 0.89 7.98 7.20 1.66 1.46 0.73 14 SL - (4) Pipe SDMH-6 SDMH-5A 186.32 286.27 284.41 1.0000 24.000 0.0150 17.40 19.59 19.61 0.80 7.03 1.35 0.68 15 SL-(5) Pipe SDMH-7 SDMH-6 130.47 287.25 286.27 0.7500 24.000 0.0130 15.70 3.49 8.04 0.43 5.64 0.69 0.46 16 SL-(6) Pipe SDMH-8 SDMH-7 118.23 288.24 287.65 0.5000 18.000 0.0120 0.0120 10.44 21.39 0.49 6.79 0.99 0.49 17 SL-(8) Pipe SDMH-17 SDMH-3 95.90 284.43 283.70 0.7600 24.000 18.000 0.0120 3.27 11.38 0.29 8.30 0.55 0.37 18SL-(8)(1) Pipe SDMH-13 SDMH-17 235.05 287.18 284.83 1.0000 18.000 0.0130 10.07 12.88 0.78 8.09 1.00 0.67 19 SL - (9) Pipe SDMH-31 SDMH-7 50.57 288.41 287.65 1.5000 18.000 0.0130 7.81 12.81 0.61 7.61 0.84 0.56 20 SL-(9) (1) Pipe SDMH-11 SDMH-31 38.30 288.98 288.41 1.4900 1.0100 24.000 0.0130 20.85 22.72 0.92 8.23 1.51 0.75 21 SL-(3A) Pipe SDMH-5A SDMH-5 59.49 99.02 284.41 294.63 283.81 287.81 6.9000 6.000 0.0150 0.00 15.23 0.00 1.29 0.02 0.03 22 L-SL - (12) Channel SDMH-14 SDMH-4 288.87 1.1400 6.000 0.0150 1.64 8.85 0.19 2.82 0.26 0.52 23 L-SL - (4) Channel SDMH-6 SDMH-5A 188.48 97.48 291.02 289.25 288.59 0.6800 6.000 0.0150 0.69 4.64 0.15 2.09 0.23 0.45 24 L-SL-(8) Channel SDMH-17 SDMH-3 288.87 288.41 0.7500 6.000 0.0320 1.82 7.13 0.26 1.98 0.29 0.59 25 L-SL-(3A) Channel SDMH-5A SDMH-5 61.40 Baseline Storage Kitchen Little Rock Arkansas Inlet Summary SN Element Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev. Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow n n n t#s cfs cfs °%1 rt itt [rI1 1 SDMH-3 1 On Sag 1 288.98 293.73 288.98 10.00 2.41 WA N/A N1A 20.00 14.82 22.31 294.12 295.88 2 SDMH-12 On Sag 1 290.55 295.20 290.55 10.00 5.66 NIA N/A N/A N/A 20.00 20.00 7.65 293.28 3 SDMH-13 On Sag 1 287.18 292.76 287.18 10.00 3.41 N/A NIA 0.00 100.00 20.00 6.82 294.82 4 SDMH-14 On Grade 1 290.00 294.63 290.00 WA 1.73 1.73 N/A N/A 20.00 23.86 295.58 5 SDMH-15 On Sag 1 291.35 294.92 291.35 10.00 5.34 N/A 0.91 74.41 20.00 10.41 289.46 6 SDMH-17 On Grade 1 284.43 289.25 284.43 NIA 3.57 2.66 N/A N/A 20.00 13.51 288.31 7 SDMH-2 On Sag 1 283.10 287.77 283.10 10.00 2.67 NIA N/A N/A 20.00 5.84 288.99 8 SDMH-3 On Sag 1 283.70 288.59 283.70 10.00 1.37 N/A N/A NIA 20.00 14.68 295.25 9 SDMH-31 On Sag 1 288.41 294.88 288.41 10.00 2.38 N/A N/A NIA 20.00 13.58 288.35 10 SDMH-4 On Sag 1 283.02 287.81 283.02 10.00 2.69 N/A N/A N/A 20.00 15.88 289.06 11 SDMH-5 On Sag t 283.41 288.41 283.41 10.00 7.31 N/A 3.86 2.05 65.30 20.00 11.24 289.14 12 SDMH-5A On Grade 1 284.41 288.87 284.41 NIA 5.91 1.87 60.32 20.00 19.34 291.23 13 SDMH-6 On Grade I 286.27 291.02 286.27 N/A 4.71 2.84 N/A NIA WA 20.00 14.33 291 69 14 SDMH-7 On Sag 1 287.25 291.16 287.25 10.00 2.35 WA NIA 20.00 19.00 291.75 15 SDMH-8 On Sag 1 288.24 291.16 288.24 10.00 3.59 N/A Baseline Storage Kitchen Little Rock Arkansas Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover ft ry IM ft ft Ilil fl St`1 iinl } FES-2 283.56 286.93 3.38 28Z56 0.00 296.93 0.00 0.00 0.0b 2 FES-6 278.75 281.08 2.33 278.75 0.00 281.08 0.00 U0 0.00 3 SDMH-18 288.10 290.17 2.07 288.10 0.00 290.17 0.00 10.00 0.00 4 SDMH-19 285.87 290.15 4.28 285.87 0.00 290.15 0.00 10.00 0.00 5 SDMH-20 286.64 291.68 5.04 286.64 0.00 291.68 0.00 10.00 0.00 6 SDMH-21 289.02 291.65 2.62 289.02 0.00 291.65 0.00 10.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Peak Total Total Time Flooded Flooded ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Oepth Max HGL Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence R ft $ ft da hh'mm da hh:mm aoin min} 1 FES-2 cfs 65.48 ds 65.48 284.97 1.41 0.00 1.96 283.59 0.03 0 00:29 0 00:00 0.00 0.00 0.00 2 FES-6 63.41 63.41 280.14 1.39 0.00 1.03 278.79 0.04 0 00:32 0 00:00 0.00 0.00 0.00 3 SDMH-18 1.26 1.26 288.50 0.40 0.00 1.67 288.10 0.00 0 00:05 0 00:00 0 00:00 0.00 0.00 4 SDMH-19 4.68 1.26 286.62 0.75 0.00 3.53 285.88 0.01 0.00 0 00:05 0 00:05 0 00:00 0.00 0.00 5 SDMH-20 2.34 1.26 287.20 0.56 0.00 4.48 286.64 0.00 0 00:05 0 00:00 0.00 0.00 6 SDMH-21 1.26 1.26 289.42 0.40 0.00 2.23 289.02 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exi08end Addilional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset cfs 1 L-SL-(12) tftl 99.02 ift 7.94.63 ft 4.63 R tt tt 287.81 4.79 6.83 % 6.9000 User -Defined tt 0.500 16.000 0.0150 0.50M 0.5000 0.0000 0.00 No 2 L-SL - (4) 188.48 291.02 4.75 288.87 4.46 2.15 1.1400 User -Defined 0.500 23.500 0.0150 0.5000 0.5000 0.0000 0.00 No 3 L-SL - (8) 97.48 289.25 4.82 288.59 4.89 0.66 0.6800 User -Defined 0.500 15.500 0.0150 0.5000 0.5000 0.0000 0.00 No 0.00 No 4 L-SL-(3A) 61.40 288.87 4.46 288.41 5.00 0.46 0.7500 User -Defined 0.500 23.500 0.0320 0.5000 0.5000 0.0000 Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity fles.gn Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio cfs da s hh.mm cfs [ttlsec min fl min} 1 L-SL - (12) 0.00 0 00:05 15.23 0.00 1.29 1.28 0.02 0.03 0.00 2 L-SL-(4) 1.64 0 00:13 8.85 0.19 2.82 1.11 0.26 0.52 0.00 3 L-SL - (8) 0.69 0 00:06 4.64 0.15 2.09 0.78 023 0.45 0.00 4 L-SL-(3A) 1.82 0 00:05 7.13 0.26 1.98 0.52 0.29 0.59 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pips Manning's Entrance EXWBend Additional Initial ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Elevation Offset Elevation Offset Height cfs 1 SL-(1) ft 27.62 ft 283.10 ft 0.00 ft 282.90 R ft 0.00 0.20 96 0,7200CIRCULAR in In 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 2 SL-(10) 156.55 290.55 0.00 288.98 0.00 1.57 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 0.00 3 SL-(12) 97.28 290.00 0.00 283.50 0.48 6.50 6.6800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.5000 0.0000 0.0000 0.00 4 SL-(13) 178.03 291.35 0.00 290.00 0.00 1.35 0.7600 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 5 SL - (15) 47.24 285.87 0.00 285.40 0.97 0.47 1.0000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.5000 0.0000 000 6 SL- (15) (1) 238.53 288.10 0.00 285.87 0.00 2.23 0.9300 CIRCULAR 12.000 12.000 0.0120 0.0120 0.5000 0.5000 0.0000 0.00 7 SL-(16) 76.51 286.64 0.00 285.87 0.00 0.77 1.0000 CIRCULAR 12.000 12.000 12.000 12.000 0.0120 05000 0.5000 0.0000 0.00 8 SL - (17) 238.30 289.02 0.00 286.64 0.00 2.38 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 9 SL-(18) 11.38 283.02 0.00 282.90 0.00 0.12 0.50 1.0300 CIRCULAR 0.7600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 000 10 SL - (2) 11 SL - (20) 65.38 70.41 283.70 278.75 0.00 0.00 283.20 278.40 0.10 0.00 0.35 0.5000 Horizontal Ellipse 29.040 45.000 0.0130 0.5000 0.5000 0.0000 0.00 12 SL - (22) 74.16 283.56 0.00 283.00 0.00 0.56 0.7500 Horizontal Ellipse 24.000 38.040 0.0130 0.5000 05000 0.0000 0.00 0.00 13 SL-(3) 51.68 283.41 0.00 283.02 0.00 0.39 0.7400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 00000 0.00 14 SL - (4) 18632 286.27 0.00 284.41 0.00 1.86 1.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.5000 0.0000 0.00 15 SL-(5) 130.47 287.25 0.00 286.27 0.00 0.98 0.7500 CIRCULAR 24.000 24.000 0.0130 0.0120 0.5000 0.5000 0.5000 0.0000 0.00 16 SL - (6) 118.23 288.24 0.00 287.65 0.40 0.59 0.5000 CIRCULAR 18.000 18.000 0.5000 0.5000 0.0000 0.00 17 SL - (8) 95.90 284.43 0.00 283.70 0.00 0.73 0.7600 CIRCULAR 24.000 24.000 0.0120 0.0120 0.5000 0.5000 0.0000 0.00 16 SL - (8) (1) 235.05 287.18 0.00 284.83 0.40 2.35 1.0000 CIRCULAR 18.000 18.000 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 19 SL-(9) 50.57 288.41 0.00 287.65 0.40 0.76 0.00 0.57 1.5000 CIRCULAR 1.4900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 20 SL-(9) (1) 21 SL-(3A) 38.30 59.49 288.98 28441 0.00 0.00 288.41 283.81 040 0.60 1.0100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 000 Flap No. of Gate Barrels No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 2 No 2 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Tlme Depth Depthl Surcharged Number Condition Occurrence Ratio Total Depth p Ratio cfs) da hh.mm frfsl 0.67 (ft/sec 7.13 min 0.06 (ft) 1 20 0.60 (min ). 0.00 - Calculated I SL-(I) 14.07 5.51 0 00:05 0 00:05 20.85 10.52 0.52 7.42 0.35 0.77 0.51 0.00 Calculated 2 SL-(10) 3 SL-(12) 5.30 0 00:18 29.42 0.18 12.60 0.13 0.43 0.29 0.00 Calculated Calculated 4SL- (13) 5.31 0 00:18 9.92 0.53 6.32 0.47 0.78 0.75 0.52 0.60 0.00 0.00 Calculated 5 SL-(15) 4.68 0 00:05 7.00 0.67 6.11 7.76 0.13 0.51 0.39 0.39 0.00 Calculated 6 SL- (15) (1) 1.19 0 00:05 3.73 0.32 0.61 5.17 0.25 0.56 0.56 0.00 Calculated 7 SL-(16) 2.34 0 00:05 0 00:05 3.85 3.86 0.31 7.93 0.50 0.38 0.38 0.00 Calculated 8 SL-(17) 9SL- (18) 1.19 32.80 0 00:06 45.04 0.73 10.01 0.02 1.58 0.63 0.00 Calculated Calculated 10 SL-(2) 11.77 0 00:05 19.78 0.60 6.58 0.17 1.11 1.38 0.56 0.57 0.00 0.00 Calculated 11 SL-(20) 63.33 0 00:32 97.73 0.65 7.07 8.27 0.17 0.15 1.41 0.71 0.00 Calculated 12 SL-(22) 65.39 0 00:29 72.39 0.90 0.78 7.98 0.11 1.66 0.66 0.00 Calculated 13 SL-(3) 27.55 0 00:06 35.40 19.59 0.89 7.20 0.43 1.46 0.73 0.00 Calculated 14 SL-(4) 15 SL-(5) 17.40 15.70 0 00:06 0 00:05 19.61 0.80 7.03 0.31 1.35 0.68 0.00 Calculated 16SL-(6) 3.49 000:05 8.04 0.43 5.64 0.35 0.69 0.46 0.00 0.00 Calculated Calculated 17 SL-(8) 10.44 0 00:05 21.39 0.49 6.79 0.24 0.99 0.55 0.49 0.37 0.00 Calculated 18 SL-(8) (1) 3.27 0 00:05 11.38 0.29 8.30 8.09 0.47 0.10 1.00 0.67 0.00 Calculated 19 SL - (9) 10.07 0 00:05 12.88 0.78 0.61 7.61 0.08 0.84 0.56 0.00 Calculated 20 SL- (9) (1) 7.81 0 00:05 12.61 0.92 8.23 0.12 1.51 0.75 0.00 Calculated 21 SL-(3A) 20.85 0 00:06 22.72 Inlet Input SN Element Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Location Inlets Invert Elevation Depth Water Water Area Clogging Elevation Elevation Depth Factor ft fl ft it [ft lt' f'I } 1 SL'4tH-11 On Sag 1 288.98 293.73 4.75 288.98 0.00 10.OD ❑ 00 2 SDMH-12 On Sag 1 290.55 295.20 4.65 290.55 0.00 10.00 0.00 3 SDMH-13 On Sag 1 287.18 292.76 5.58 287.18 0.00 10.00 0.00 4 SDMH-14 On Grade 1 290.00 294.63 4.63 290.00 0.00 NIA 0.00 5 SDMH-15 On Sag 1 291.35 294.92 3.57 291.35 0.00 1000 0.00 6 SDMH-17 On Grade 284.43 289.25 4.82 284.43 0.00 NIA 000 7 SDMH-2 On Sag 1 283.10 28777 4.67 283.10 0.00 10.00 0.00 8 SDMH-3 On Sag 1 283.70 288.59 4.89 283.70 0.00 1000 0.00 9 SDMH-31 On Sag 1 288.41 294.88 6.47 288.41 0.00 10.00 0.00 10 SDMH-4 On Sag 1 28302 287.81 4.79 283.02 0.00 10.00 000 11 SDMH-5 On Sag 1 283.41 288.41 5.01 283.41 0.00 10.00 0.00 12 SDMH-5A On Grade 1 284.41 288.87 4.46 284.41 0.00 N/A 0.00 13 SDMH-6 On Grade 1 286.27 291.02 4.75 286.27 0.00 NIA 0.00 14 SDMH-7 On Sag 1 287.25 291.16 3.91 287.25 0.00 10.00 0.00 15 SDMH-8 On Sag 1 288.24 291.16 2.92 288.24 0.00 1000 000 Roadway & Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Alloviable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope ff/ft m ftift fft in) fi I SD"jdl i1 NIA 0.0150 0.0150 0.0200 1-50 0.1312 20-00 2 SDMH-12 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 3 SDMH-13 N/A 0.0350 0.0150 0.0200 1.50 0.1312 20.00 4 SDMH-14 0.0100 0.0300 0.0150 0.0200 1.50 0.1312 20.00 5 SDMH-15 N/A 0.0135 0.0150 0.0200 1.50 0.1312 20.00 6 SDMH-17 00160 0.0200 0.0150 0.0200 1.50 0.1312 20.00 7 SDMH-2 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 8 SDMH-3 N/A 0.0250 0.0150 0.0200 1.50 01312 20.00 9 SDMH-31 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 10 SDMH-4 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 11 SDMH-5 N/A 0.0250 0.0150 0.0200 1.50 0.1312 20.00 12 SDMH-5A 0.0140 0.0250 0.0150 0.0200 1.50 0.1312 20.00 13 SDMH-6 0.0100 0.0100 0.0150 0.0200 1.50 01312 20.00 14 SDMH-7 N/A 0.0130 0.0150 0.0200 1.50 0.1312 2000 15 SDMH-8 N/A 0.0130 0.0150 0.0200 1.50 0.1312 20.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Depth Time of Max Depth Flooded Total Total Time Flooded ID Flow Lateral Intercepted Bypassing EfficEency Spread Water Elev. Water Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet flow Flow Flow Flow [cfs cis ds cfs 9t, ft tt tt da hh:mm ao-in Imint 1 SDMH-11 2.41 2AI NIA N/A NIA 14.82 2919 0338 000:05 0 00:05 0.00 0.00 9.90 0.00 2 SDMH-12 5.66 5.66 N/A N/A N/A 22.31 295.88 0.68 0.52 0 00:05 0.00 0.00 3 SDMH-13 3.41 3.41 N/A NIA N/A 7.65 6.82 293.28 294.82 0.19 0 00:18 0.00 0.00 4 SDMH-14 1.73 1.73 1.73 0.00 100.00 N/A 23.86 295.58 0.67 0 00:18 0.00 0.00 5 SDMH-15 5.34 5.34 N/A N/A 0.91 74.41 10.41 289.46 021 0 00:05 0.00 000 6 SDMH-17 3.57 3.57 2.66 NIA N/A 13.51 288.31 0.54 0 00:05 0.00 0.00 7 SDMH-2 2.67 2.67 N/A WA WA 5.84 288.99 0.40 0 00:05 0.00 0.00 8 SDMW3 1.37 0.86 NIA N/A NIA 14.68 295.25 0.38 0 00:05 0.00 0.00 9 SDMH-31 2.38 2.38 N/A N/A N/A N/A 13.58 288.35 0.54 0 00:06 0.00 0.00 10 SDMH-4 2.69 2.69 N/A N/A N/A 15.88 289.06 0.65 0 00:06 0.00 0.00 11 SDMH-5 7.31 5.91 3.86 2.05 65.30 11.24 289.14 0.27 0 00:06 0.00 0.00 12 SDMH-5A 5.91 5.91 2.84 1.87 60.32 19.34 291.23 0.21 0 00:05 000 0.00 13 SDMH-6 4.71 4.71 N/A N/A N/A 14.33 291.69 0.53 0 00:05 0.00 0.00 14 SDMH-7 2.35 2.35 19.00 291.75 0.59 0 00:05 0.00 0.00 15 SDMH-8 3.59 3.59 NIA N/A NIA 100 Year Design Storm 13 Project Description File Name....... .................................. ............... .............. ..... Baseline Storage & Kitchen SSA Drainage 3-14-24.SPF Project Options FlowUnits............................................................................. CFS Elevation Type....................._........................................... Elevation Hydrology Method .......... .............. ........... ....... ........ ............... Ratlonal Time of Concentration (TOC) Method .................................. SCS TR-55 Unk Routing Method ............... ............. :.................... ........... Kinematic Wave Enable Overflow Ponding at Nodes ...................................... YES Skip Steady State Analysis Time Periods ............................ NO Analysis Options Start Analysis On ....... ................ .......... ...... ................. ........ . Mar 13. 2024 00:00:00 End Analysis On ................................................................ Mar 14. 2024 00:00:00 Start Reporting On ...................... ........ ,........................ ........ . Mar 13, 2024 00:00:00 Antecedent Dry Days............................................................ 0 days Runoff (Dry Weather) Time Step...�...................................... 0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step...::..........................I...... 0 00:95:00 days hh:mm:ss Reporting Time Step ........... ....................... :........... ............. . 0 00.105:00 days hh:mm:ss Routing Time Step .... .............. ......... .......»... .............. ..... -.- 30 seconds Number of Elements my RainGages........................................................................... 0 Subbasins.............................................................................. 21 Nodes ...................... .............::............................................... 25 Junctions........................................................ _............ 6 Outfalls...................... :................................................ 1. 4 Flow Diversions........................................................... 0 Inlets............ ............ ........... _....::.......:...::....:............ 15 StorageNoas............................................................. 0 Links...................................................................................... 25 Channels........................ _,........................................... 4 Pipes............................................................................ 21 Pumps.......................................................................... 0 orifices.......................................................................... 0 weirs............................................................................ 0 Outlets.......................................................................... 0 Pollutants.............................................................................. 0 LandUses............................................................................ 0 Rainfall Details Return Period........................................................................ 100 year(s) Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume [ac) in in {aoin cfs da hh:mm:ss 1 Sub-01 43.80 0.3300 2.42 0.80 35.00 71.16 0 D0:29:31 2 Sub-02 44.29 0.3300 2.51 0.83 36.76 68.91 0 00:31:57 3 Sub-SDMH-11 0.27 0.9000 0.91 0.82 0.22 2.60 0 00:05:00 4 Sub-SDMH-12 0.66 o.8500 0.91 0.77 0.51 6.11 0 00:05:00 5 Sub-SDMH-13 0.38 0.9oo0 0.91 0.82 0.31 3.69 0 00:05:00 6 Sub-SDMH-14 0.19 0.9000 0.91 0.82 0.16 1.87 0 00:05:00 7 Sub-SDMH-15 1 21 0.8000 1.82 1.46 1.76 5.81 0 00:18:14 8 Sub-SDMH-17 0.39 0.9o0o 0.91 0.82 0.32 3.86 0 00:05:00 9 Sub-SDMH-18 0.14 o.9000 0.91 0.82 0.11 1.36 0 00:05:00 10 Sub•SDMH-19 0.14 0.9oo0 0.91 0.82 0.11 1.36 0 00:05:00 11 Sub-SDMH-2 0.29 0.9o00 0.91 0.62 0.24 2.88 0 00:05:00 12 Sub-SDMH-20 0.14 o.9000 0.91 0.82 0.11 1.36 0 00:05:00 13 Sub-SDMH-21 0.14 0.9000 0.91 0.82 0.11 1.36 0 00:05:00 14 Sub-SDMH-3 0.09 o.9000 0.91 0.82 0.08 0.92 0 00:05:00 15 Sub-SDMH-31 0.26 0.9o00 0.91 0.82 0.21 2.56 0 00:05:00 16 Sub-SDMH-4 0.30 0.9000 0.91 0.82 0.24 2.90 0 00:05:00 17 Sub-SDMH-5 065 o.9000 0.91 0.82 0.53 6.38 0 00:05:00 18 SUB-SDMH-5A 0.65 0.9000 0.91 0.82 0.53 6.38 0 00:05:00 19 Sub-SDMH-6 0.87 0.8000 1.43 1.14 0.99 5.11 0 00:11:40 20 Sub-SDMH-7 0.26 0.9o00 0.91 0.82 0.21 2.54 0 00:05:00 21 Sub-SDMH-8 0.39 0.9000 0.91 0.82 0.32 3.87 0 00:05:00 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence ft ft ft fl ft' ds tt fl ft da hh:mm ac-in mol 1 FES-2 Junction 283.56 286.93 283.56 286.93 0.00 71.15 285.08 0.00 126 0 00:00 0.00 0.00 2 FES-6 Junction 278.75 281.08 278.75 281.08 0.00 68.91 280.20 0.00 0.97 0 00:00 0.00 0.00 3 SDMH-18 Junction 288.10 290.17 268.10 290.17 10.00 1.36 288.52 0.00 1.65 0 00:00 0.00 0.00 4 SDMH-19 Junction 285.87 290.15 285.87 290.15 10.00 5.05 286.66 0.00 3.50 0 00:00 0.00 0.00 5 SDMH-20 Junction 286.64 291.68 286.64 291.68 10.00 2.53 287.23 0.00 4.45 0 00:00 0.00 0.00 6 SDMH-21 Junction 289.02 291.65 289.02 291.65 10.00 1.36 289.43 0.00 2.21 0 00:00 0.00 000 7Out-1SL-(1) Outfall 262.90 1519 284.17 8 Out-1 SL - (18) Outfall 282.90 35.32 284.57 9 Out-1 SL - (20) Outfall 278.40 68.82 279.85 10 Out-1 SL - (22) Outfall 283.00 71.08 284.52 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Depth Peak Flaw Depth/ ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Total Depth Node Elevation Elevation Ratio Ratio ft ft ft % in [ S) (0s lJsec) f!i) 1 SL-I11 Pipe SDMH-2 ❑ut-1SL-(1) 27.62 283Y 282.90 0.7200 24A00 0,0120 15.19 20.85 0.73 7.25 1.27 0.80 0.63 0.54 2 SL-(10) Pipe SDMH-12 SDMH-11 156.55 290.55 288.98 11.0000 18.000 0.0130 5.95 10.52 0.57 7.66 0.45 0.30 3 SL-(12) Pipe SDMH-14 SDMH-4 97.28 290.00 283.50 6.6800 18.000 0.0120 5.76 29.42 0.20 0.58 12.93 6.41 0.82 0.55 4 SL - (13) Pipe SDMH-15 SDMH-14 178.03 291.35 290.00 0.7600 18.000 0.0120 5.77 9.92 7.00 0.72 6.22 0.79 0.63 5 SL-(15) Pipe SDMH-19 SDMH-17 47.24 285.87 285.40 1.0000 15.000 0.0120 5.04 3.73 0.34 7.88 0.40 0.40 6 SL-(15) (1) Pipe SDMH-18 SDMH-19 238.53 288.10 285.87 0.9300 12.000 0.0120 1.29 0.65 5.25 0.59 0.59 7 SL-(16) Pipe SDMH-20 SDMH-19 76.51 286.64 285.87 1.0000 12.000 0.0120 2.52 3.85 3.86 0.33 804 0.39 0.39 8 SL - (17) Pipe SDMH-21 SDMH-20 238.30 289.02 286.64 1.0000 12.000 0.0120 1.28 0.78 10.16 1.67 0.67 9 SL-(18) Pipe SDMH-4 Out-1SL-(18) 11.38 283.02 282.90 1.0300 30.000 0.0120 35.32 45.04 19.78 0.64 6.70 117 0.58 10 SL - (2) Pipe SDMH-3 SDMH-2 65.38 283.70 283.20 0.7600 24.000 0.0130 12.71 9773 0.70 7.22 1.45 0.60 11 SL - (20) Pipe FES-6 Out-1 SL - (20) 70.41 278.75 278.40 0.5000 29.000 0.0130 68.82 72.39 0.98 8.42 1.52 0.76 12 SL-(22) Pipe FES-2 Out-1SL-(22) 74.16 283.56 283.00 0.7500 24.000 0.0130 71.08 0.84 8.09 1.75 0.70 13 SL-(3) Pipe SDMH-5 SDMH-4 51.68 283.41 283.02 0.7400 30.000 0.0130 29.62 35.40 0.96 7.27 1.56 0.78 14 SL-(4) Pipe SDMH-6 SDMH-5A 186.32 286.27 284.41 1.0000 24.000 0.0150 18.73 19.59 0.86 7.13 1.43 0.72 15 SL-(5) Pipe SDMH-7 SDMH-6 130.47 287.25 286.27 0.7500 24.000 0.0130 16.95 19.61 0.47 5.67 0.72 0.48 16SL-(6) Pipe SDMH-8 SDMH-7 118.23 288.24 287.65 0.5000 18.000 0.0120 3.77 8.04 21.39 0.52 6.91 1.03 0.51 17 SL-(8) Pipe SDMH-17 SDMH-3 95.90 284.43 283.70 0.7600 24.000 0.0120 11.18 11.38 0.31 8.38 0.57 0.38 18 SL - (8) (1) Pipe SDMH-13 SDMH-17 235.05 287.18 284.83 1.0000 18.000 0.0120 3.53 12.88 0.84 8.20 1.05 0.70 19 SL - (9) Pipe SDMH-31 SDMH-7 50.57 288.41 287.65 1.5000 18.000 0.0130 10.87 12.81 0.66 7.75 0.89 0.59 20 SL - (9) (1) Pipe SDMH-11 SDMH-31 38.30 288.98 288.41 1.4900 18.000 0.0130 8.43 22.72 0.98 8.28 1.61 0.80 21 SL-(3A) Pipe SDMH-5A SDMH-5 59.49 284.41 283.81 1.0100 24.000 0.0130 22.33 15.23 0.00 1.82 0.02 0.04 22 L-SL-(12) Channel SDMH-14 SDMH-4 99.02 294.63 287.81 6.9000 6.000 0.0150 0.01 8.85 0.22 2.89 0.28 0.55 23 L-SL-(4) Channel SDMH-6 SDMH-5A 188.48 291.02 288.87 1.1400 6.000 0.0150 1.90 4.64 0.18 2.15 0.25 0.49 24 L-SL-(8) Channel SDMH-17 SDMH-3 97.48 289.25 288.59 0.6800 6.000 0.0150 0.84 7.13 0.30 2.02 0.31 0.62 25 L-SL-(3A) Channel SDMH-5A SDMH-5 61.40 288.87 288.41 0.7500 6.000 0.0320 2.11 Baseline Storage Kitchen Little Rock Arkansas Inlet Summary SN Element Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow n ft It re cfs cfs cis % h fl ftt 1 SDMi -11 On Sag 1 288.98 293.73 288.98 10.00 2.60 NIA NIA NIA 20.00 15.51 23.48 294.13 295.90 2 SDMH-12 On Sag 1 290.55 295.20 290.55 10.00 6.11 WA WA N/A N/A 20.00 20.00 8.05 293.29 3 SDMH-13 On Sag 1 287.18 292.76 287.18 10.00 3.69 N/A N/A 99.84 20.00 7.01 294.83 4 SDMH-14 On Grade 1 290.00 294.63 290.00 N/A 1.87 1.87 0.00 N/A NIA 20.00 25.22 295.60 5 SDMH-15 On Sag 1 291.35 294.92 291.35 10.00 5.81 N/A 1.08 7213 20.00 10.71 289.47 6 SDMH-17 On Grade 1 284.43 289.25 284.43 N/A 3.86 2.78 NIA N/A 20.00 14.22 28833 7 SDMH-2 On Sag 1 283.10 287.77 283.10 10.00 2.88 N/A NIA NIA 20.00 6.39 289.00 8 SDMH-3 On Sag 1 283.70 288.59 283.70 10.00 1.57 NIA N/A N/A 20.00 15.37 295.26 9 SDMH-31 On Sag 1 288.41 294.88 288.41 10.00 2.56 NIA N/A N/A 20.00 14.29 288.36 10 SDMH-4 On Sag 1 283.02 287.81 283.02 10.00 2.90 N/A WA N/A 20.00 16.91 289.09 11 SDMH-5 On Sag 1 283.41 288.41 283.41 10.00 8.04 N/A 2.35 63.17 20.00 11.56 289.15 12 SDMH-5A On Grade 1 284.41 288.87 284.41 NIA 6.38 4.03 2.15 57.99 20.00 19.95 291.24 13 SDMH-6 On Grade t 286.27 291.02 286.27 NIA 5.11 2.96 N/A N/A 20.00 15.08 291.70 14 SDMH-7 On Sag 1 287.25 291 16 287.25 10.00 2.54 NIA N/A NIA N/A 20.00 19.99 291.77 15 SDMH-8 On Sag 1 288.24 291.16 288.24 10.00 3.87 Baseline Storage Kitchen Little Rock Arkansas Junction Input SN Element Invert Ground/Rim Ground/Rim initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover tt ft tt ft(it) 0 ft ft' ire} 1 FES-2 283,56 286.93 3,38 283.56 0.00 28&93 0.00 0,00 0.00 2 FES-6 278,75 281.08 2.33 278,75 0.00 281,0E 0.00 0.00 0.00 3 SDMH-18 288.10 290.17 2,07 288,10 0.00 290.17 0.00 10.00 0.00 4 SDMH-19 285,87 290.15 4.28 285:07 0.00 290.15 0.00 10.00 0.00 5 SDMH-20 286.64 291.68 5.04 286,64 0.00 291.68 0.00 10.00 0.00 6 SDMH•21 289.02 291.65 2.62 289,02 0.00 291,65 0.00 10.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Peak Total Total Time Flooded Flooded ID Inflow Lateral Elevation Deplh Surcharge Freeboard Elevation liepth Max HGL Flooding Volume Inflow Attained Attained Depth Attained Attained Attained Occurrence Attained Occurrence ets cis ft ft ft tt tt Tt da hh:mm d hh:mm ac-in} {min} 7 FES-2 71.15 71.15 285.00 1.52 0.00 1.86 283.59 0.03 0 00:29 0 00:00 0.00 0.00 0.00 2 FES-6 68.91 68.91 280.20 1.45 0.00 0.97 278.79 0.04 0 00:32 0 00:00 0.00 0.00 3 SDMH-18 1.36 1.36 288.52 0.42 0.00 1.65 288.10 0.00 0 00:05 0 00:05 0 00:00 0 00:00 0.00 0.00 0.00 4 SDMH-19 5.05 1.36 286.66 0.79 0.00 3.50 285.88 0.01 0.00 0 00:05 0 00:00 0.00 0.00 5 SDMH-20 2.53 1.36 287.23 0.59 0.00 4.45 286.64 0.00 0 00:05 0 00:00 0.00 0.00 6 SDMH-21 1.36 1.36 289.43 0.41 0.00 2.21 289.02 Channel Input SIN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset cSs 1 L-SL- (12) ft 99.02 ft 294M R 4.63 ft] it ft 287.81 4.79 6.83 % 6.9000 User -Defined ft ft 0.500 16,000 0.0150 0.5000 0.5000 0.000D 0.00 No 2 L-SL-(4) 188.48 291.02 4.75 288.87 4.46 2.15 1.1400 User -Defined 0.500 23.500 0.0150 0.5000 0.5000 0.0000 0.00 No 3 LSL - (8) 97.48 289.25 4.82 288.59 4.89 0.66 0.6800 User -Defined 0.500 15.500 0.0150 0.5000 0.5000 0.0000 0.00 No 4 LSL-(3A) 61.40 288.87 4.46 288.41 5.00 0.46 0.7500 User -Defined 0.500 23.500 0.0320 0.5000 0.5000 0.0000 0.00 No Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio Gfs) (days hh:mm fCf51 tt$ec mill I11) (minS 1 L-SL-(12) 0.01 0 OO:OS l: 23 0.[](1 1.82 0.91 0.02 0.04 O.Do 2 L-SL - (4) 1.90 0 00:13 8.85 0.22 2.89 1.09 0.28 0.55 0.00 3 L-SL - (8) 0.84 0 00:06 4.64 0.18 2.15 0.76 0.25 0.49 0.00 4 L-SL-(3A) 2.11 0 00:05 7.13 0.30 2.02 0.51 0.31 0.62 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Ex UBend Additional Initial ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Lasses Flow Elevation Offset Elevation Offset Height cis 1 SL [7) {R} 27.62 Ft 283.10 (fi) 0.00 R 282.90 ft R 0.00 0.20 14 0.7200 CIRCULAR in in 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 2 SL-(10) 156.55 290.55 0.00 288.98 0.00 1.57 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.5000 0.0000 0.0000 0.00 0.00 3 SL - (12) 9728 290.00 0.00 283.50 0.48 6.50 6.6800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.5000 0.0000 0.00 4 SL - (13) 178.03 291.35 0.00 290.00 0.00 1.35 0.7600 CIRCULAR 18.000 18.000 15.000 15.000 0.0120 0.0120 0.5000 0.5000 0.0000 0.00 5 SL - (15) 47.24 285.87 0.00 285.40 0.97 0.47 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 6 SL-(15) (1) 238.53 28810 0.00 285.87 0.00 2.23 0.9300 CIRCULAR. 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 7 SL - (16) 76.51 286.64 0.00 285.87 0.00 0.77 2.38 1.0000 CIRCULAR 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 00000 000 8 SL - (17) 9 SL - (18) 238.30 11.38 289.02 283.02 0.00 000 286.64 282.90 0.00 0.00 0.12 1.0300 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 10 SL-(2) 65.38 283.70 0.00 283.20 0.10 0.50 0.7600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.0000 0.00 0.00 11 SL - (20) 70.41 278.75 0.00 278.40 0.00 0.35 0.5000 Horizontal Ellipse 29.040 45.000 0.0130 0.5000 0.5000 0.5000 0.0000 0.00 12 SL - (22) 74.16 283.56 0.00 283.00 0.00 0.56 0.7500 Horizontal Ellipse 24.000 38.040 0.0130 0.5000 05000 0.0000 0.00 13 SL - (3) 51.68 283.41 0.00 283.02 0.00 0.39 0.7400 CIRCULAR 30.000 30.000 0.0130 0.0150 0.5000 0.5000 0.5000 0.0000 0.00 14 SL-(4) 186.32 286.27 0.00 284.41 0.00 1.86 1.0000 CIRCULAR 24.000 24.000 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 15 SL-(5) 130.47 287.25 0.00 286.27 0.00 0.98 0.7500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 16 SL - (6) 118.23 28824 0.00 287.65 0.40 0.59 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 17 SL-(8) 95.90 284.43 0.00 283.70 0.00 0.73 0.7600 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 00000 0.00 18 SL- (8) (1) 235.05 287.18 0.00 284.83 0.40 2.35 1.0000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 19 SL - (9) 50.57 288.41 0.00 287.65 0.40 0.76 0.57 1 5000 CIRCULAR 1.4900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 20 SL-(9) (1) 21 SL-(3A) 38.30 59.49 288.98 284.41 0.00 0.00 288.41 283.81 0.00 0.40 0.60 1.0100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 Flap No. of Gate Barrels No 1 No 1 No 1 No 1 No 1 No t No t No 1 No 1 No 1 No 2 No 2 No 1 No 1 No 1 No 1 No 7 No 1 No 1 No 1 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Fkmi Peak Flow Travol Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio Cfs days hh:mrn cfs tUsec min [ti (min) 1 SL - (1) 15.19 0 00105 20.85 0.73 7.25 0.06 1.21 0.63 0.00 Calculated 2 SL - (10) 5.95 0 00:05 10.52 0.57 7.66 0.34 0.80 0.54 0.00 Calculated 3 SL-(12) 5.76 ❑ 00:18 29.42 0.20 12.93 0.13 0.45 0.30 0.00 Calculated 4 SL-(13) 5.77 0 00:18 9.92 0.58 6.41 0.46 0.82 0.55 0.00 Calculated 5 SL-(15) 5.04 0 00:05 7.00 0.72 6.22 0.13 0.79 0.63 0.00 Calculated 6 SL-(15) (1) 1.29 0 00:05 3.73 0.34 7.88 0.50 0.40 0.40 0.00 Calculated 7 SL-(16) 2.52 0 00:05 3.85 0.65 5.25 0.24 0.59 0.59 0.00 Calculated 8 SL-(17) 1.28 0 00:05 3.86 0.33 8.04 0.49 0.39 0.39 0.00 Calculated 9 SL-(18) 35.32 0 00:05 45.04 0.78 10.16 0.02 1.67 0.67 0.00 Calculated 10 SL - (2) 12.71 0 00:05 19.78 0.64 6.70 0.16 1.17 0.58 0.00 Calculated 11 SL-(20) 68.82 0 00:32 97.73 0.70 7.22 0.16 1.45 0.60 0.00 Calculated 12 SL - (22) 71.08 0 00:29 72.39 0.98 842 0.15 1.52 0.76 0.00 Calculated 13 SL - (3) 29.62 0 00:06 35.40 0.84 8.09 0.11 1.75 0.70 0.00 Calculated 14SL-(4) 18.73 000:06 19.59 0.96 7.27 0.43 1.56 0.78 0.00 Calculated 15 SL-(5) 16.95 0 00:05 19.61 0.86 7.13 0.30 1.43 0.72 0.00 Calculated 16 SL-(6) 3.77 ❑ 00:05 8.04 0.47 5.67 0.35 0.72 0.48 0.00 Calculated 17 SL - (8) 11.18 0 00:05 21.39 0.52 6.91 0.23 1.03 0.51 0.00 Calculated 18SL-(8)(1) 3.53 000:05 11.38 0.31 8.38 0.47 0.57 0.38 0.00 Calculated 19 SL - (9) 10.87 0 00:05 12.88 0.84 8.20 0.10 1.05 0.70 0.00 Calculated 20SL-(9)(1) 8.43 0 00:05 12.81 0.66 7.75 0.08 0.89 0.59 0.00 Calculated 21 SL-(3A) 22.33 0 00:06 22.72 0.98 8.28 0.12 1.61 0.80 0.00 Calculated Inlet Input SN Element Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Location Inlets Invert Elevation Depth Water Water Area Clogging Elevation Elevation Depth Factor R ft ft fl fl fN °h 1 SDMH-11 On Sag 1 288.98 293.73 4.75 288.98 0.00 10.00 0.00 2 SDMH-12 On Sag 1 290.55 295.20 4.65 290.55 0.00 10.00 0.00 3 SDMH-13 On Sag 1 287.18 292.76 5.58 287.18 0.00 10.00 0.00 4 SDMH-14 On Grade 1 290.00 294.63 4.63 290.00 0.00 NIA 0.00 5 SDMH-15 On Sag 1 291.35 294.92 3.57 291.35 0.00 10.00 0.00 6 SDMH-17 On Grade 1 284.43 289.25 4.82 284.43 0.00 NIA 000 7 SDMH-2 On Sag 1 283.10 287.77 4.67 283.10 0.00 1000 0.00 8 SDMH-3 On Sag 1 283.70 288.59 4.89 283.70 000 10.00 0.00 9 SDMH-31 On Sag 1 288.41 294.88 6.47 288.41 0.00 10.00 0.00 10 SDMH-4 On Sag 1 283.02 287.81 4.79 283.02 0.00 10.00 0.00 11 SDMH-5 On Sag 1 283.41 288.41 5.01 283.41 0.00 10.00 000 12 SDMH-5A On Grade 1 284.41 288.87 4.46 284.41 0.00 NIA 000 13 SDMH-6 On Grade 1 286.27 291.02 4.75 286.27 0.00 NIA 0.00 14 SDMH-7 On Sag 1 287.25 291 16 3.91 287.25 0.00 1000 0.00 15 SDMH-8 On Sag 1 288.24 291.16 2.92 288.24 0.00 10.00 0.00 Roadway & Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope iruft MR HUM (M fig p} i SL11'AI-E-1 F N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 2 SDMH-12 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 3 SDMH-13 N/A 0.0350 0.0150 0.0200 1.50 01312 20.00 4 SDMH-14 0.0100 0.0300 0.0150 0.0200 1.50 01312 20.00 5 SDMH-15 N/A 0.0135 0.0150 0.0200 1.50 0.1312 20.00 6 SDMH-17 0.0160 0.0200 0.0150 0.0200 1.50 0.1312 20.00 7 SDMH-2 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 8 SDMH-3 N/A 0.0250 0.0150 0.0200 1.50 0.1312 2000 9 SDMH-31 NIA 0.0150 0.0150 0.0200 1.50 0.1312 20.00 10 SDMH-4 N/A 0.0150 0.0150 0.0200 1.50 0.1312 20.00 11 SDMH-5 N/A 0.0250 0.0150 0.0200 1.50 0.1312 2000 12 SDMH-5A 0.0140 0.0250 0.0150 0.0200 1.50 0.1312 20.00 13 SDMH-6 0.0100 0.0100 0.0150 0.0200 1.50 0.1312 20.00 14 SDMH-7 N/A 0.0130 0.0150 0.0200 1.50 0.1312 20.00 15 SDMH-8 N/A 0.0130 00150 0.0200 1.50 0.1312 20.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Etev, Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow cfs CIS CIS c % it ft R da s hh:mm Lt:t mm 1 SDMH-11 2.60 2.60 NIA NIA NIA 15.51 294.13 0.39 ❑ ❑0:05 0.00 0.00 2 SDMH-12 6.11 6.11 NIA NIA N/A 23.48 295.90 0.69 0 00:05 0.00 0.00 3 SDMH-13 3.69 3.69 N/A NIA N/A 8.05 293.29 0.53 0 00:05 0.00 0.00 4 SDMH-14 1.87 1.87 1.87 0.00 99.84 7.01 294.83 0.20 0 00:18 0.00 0.00 0.00 5 SDMH-15 5.81 5.81 N/A N/A N/A 25.22 295.60 0.68 0 00:18 0.00 0.00 6 SDMH-17 3.86 3.86 2.78 1.08 72.13 10.71 289.47 0.21 0 00:05 000 0.00 7 SDMH-2 2.88 2.88 N/A NIA N/A 14.22 288.33 0.55 0 00:05 0.00 8 SDMH-3 1.57 0.92 N/A N/A N/A 6.39 289.00 041 0 00:05 0.00 0.00 9 SDMH-31 2.56 2.56 N/A N/A NIA 15.37 295.26 0.39 0 00:05 0.00 0.00 10 SDMH-4 2.90 2.90 WA WA N/A 14.29 288.36 0.56 0 00:06 0.00 0.00 0.00 11 SDMH-5 8.04 6.38 WA NIA N/A 16.91 289.09 0.67 0 00:06 0.00 0.00 12 SDMH-5A 6.38 6.38 4.03 2.35 63.17 11.56 289.15 0.28 0 00:06 0.00 000 13 SDMH-6 5.11 5.11 2.96 2.15 57.99 19.95 291.24 0.21 0 00:05 0.00 14 SDMH-7 2.54 2.54 WA N/A NIA 15.08 291.70 0.54 0 00:05 000 0.00 15 SDMH-8 3.87 3.87 N/A N/A NIA 19.99 291.77 0.60 0 00:05 0.00 0.00 Pond Routing Hydrographs (Hydrology Studio) 14 Table of Contents Project Name: Baseline Road Storage & Kitchen Hydrology Studio v 3.0.0.27 03-13-2024 BasinModel Schematic...................................................................................................................................... 1 Hydrographby Return Period............................................................................................................................ 2 2 -Year HydrographSummary .................................................................................................................................. 3 Hydrograph Reports Hydrograph No. 1, Rational, Pre Basin A 4 Hydrograph No. 2, Mod Rational, Post Basin A 5 Hydrograph No. 3, Pond Route, Detention Basin A 6 Detention Pond Reports - Mini Storage Detention Basin A............................................................. 7 10 -Year Hydrograph Summary ..................... 11 Hydrograph Reports Hydrograph No. 1, Rational, Pre Basin A.............................................................................................. 12 Hydrograph No. 2, Mod Rational, Post Basin A ...,... 13 Hydrograph No. 3, Pond Route, Detention Basin A 14 25 - Year HydrographSummary ................................................................................................................................ 15 Hydrograph Reports Hydrograph No. 1, Rational, Pre Basin .............................................................................................. 16 Hydrograph No. 2, Mod Rational, Post Basin A .... • 17 Hydrograph No. 3, Pond Route, Detention Basin A ..,......... 18 50 - Year HydrographSummary ................................................................................................................................ 19 Hydrograph Reports Hydrograph No. 1, Rational, Pre Basin ..................................................._....................................... 20 Hydrograph No. 2, Mod Rational, Post Basin A...................................................................................... 21 Hydrograph No. 3, Pond Route, Detention Basin A ............................... 22 100 -Year HydrographSummary ............................................................................................................................_... 23 Hydrograph Reports Hydrograph No. 1, Rational, Pre Basin A .................................... ................... ....................................... 24 Hydrograph No. 2, Mod Rational, Post Basin A...................................................................................... 25 Hydrograph No. 3, Pond Route, Detention Basin A................................................................................. 26 Basin Model Project Name: Baseline Road Storage &Kitchen 03-13-2024 u.,A-10 ,., St din v I n n 97 Pre Basin A Post Basin A Detention Basin A + I IN L Hydrograph by Return Period Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hydrograph 2-yr Summary Project Name: Baseline Road Storage &Kitchen 03-13-2024 Hydrology Studio v 3.0.0.27 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (ofs) Time to Peak (hm) Hydrograph Volume (cult) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cult) 1 Rational Pre Basin A 6.232 0.32 7,104 — 2 Mod Rational Post Basin A 7.973 0.32 49,991 •-- 3 Pond Route Detention Basin A 6.243 1.80 49,729 i 2 284.01 25,192 Hydrograph Report Hydrology Studio v 3.0.0.27 Pre Basin A Hydrograph Type = Rational Storm Frequency = 2-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 1 Peak Flow = 6.232 cfs Time to Peak = 0.32 hrs Runoff Volume = 7,104 cuft Runoff Coeff. = 0.25 Time of Conc. (Tc) = 19.0 min Intensity = 3.37 in/hr Asc/Rec Limb Factors = 1/1 Qp = 6.23 cfs 0 10 zu Time (min) 4 Hydrograph Report Hydrology Studio v 3.0.0.27 Post Basin A Hydrograph Type = Mod Rational Storm Frequency = 2-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Target Q = 6.230 cfs Qp = 7.97 cfs 9 E1 7 31 G v CY 4 3 Pa 1 0 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 2 Peak Flow = 7.973 cfs Time to Peak = 0.32 hrs Runoff Volume = 49,991 cuft Runoff Coeff. = 0.85 Time of Conc. (Tc) = 19.0 min Intensity = 1.27 in/hr Storm Duration = 5.5 x Tc Required Storage = 27,002 cuft 10 20 30 40 50 60 70 du yu iw 0 Time (min) 5 Hydrograph Report Hydrology Studio v 3.0.0.27 Detention Basin A Hydrograph Type = Pond Route Storm Frequency = 2-yr Time Interval = 1 min Inflow Hydrograph = 2 - Post Basin A Pond Name = Mini Storage Detention Basin A Pond Routing by Storage Indication Method Qp = 6.24 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 3 Peak Flow = 6.243 cfs Time to Peak = 1.80 hrs Hydrograph Volume = 49,729 cuft Max. Elevation = 284.01 ft Max. Storage = 25,192 cuft Center of mass detention time = 1.17 hrs 0 1 2 3 4 5 6 / is Time (hrs) Post Basin A Detention Basin A y ,U is 6 Project Name: Baseline Road Storage & Kitchen Pond Report 03-13-2024 Hydrology Studio v 3.0.0.27 Mini Storage Detention Basin A Stage -Storage User Defined Contours Stage / Storage Table Description Input Stage Elevation Contour Area Incr. Storage Total Storage (tuft) � Iftl (ft) (S4ft) (tuft) i Bottam Elevation, ft 282.00 0.00 282.00 10,735 0.000 0.000 Voids (°/u1 100.00 1,00 283,00 12,533 11,634 11,634 Volume Calc None 2.00 284.00 14,387 13,460 25,094 3.00 285.00 16,298 15,343 40,437 4.00 286.00 18,265 17,282 57,718 5.00 287.00 20,289 19,277 76,995 5.50 287.50 21,989 10,570 87,565 Y v w Stage -Storage 0 10000 20000 30000 40000 5000U bUUUU /uuuu ouvvu Total Storage (cuft) Contours 7 0 5 4 n� 3 m 2 1 [11 Pond Report Hydrology Studio v 3.0.0.27 Mini Storage Detention Basin A Culvert / Orifices Culvert Rise, in Span, in I No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N-Value, n Weirs Shape 1 Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Routes through Culvert v w 15 15 1 282.00 0.60 36 .5 0.013 Riser Circular 1 1 Broad Crested 286 5 45 (1:1) 3.3 Orifices 2 Weirs 2 Stage -Discharge 3 3 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Stage -Discharge Perforated Riser Hole Diameter, in No. holes Invert Elevation, ft Height, ft Orifice Coefficient, Co Ancillary Exfiltration, in/hr 0 2 4 6 8 10 12 14 16 18 20 22 24 Lb Zb .-Ju 31 3'+ DU w �� TT Discharge (cfs) —Top of Pond —Culvert — Broad Crested —Total Q 5 4 Ln 3 I m fr] 1 8 Project Name: Baseline Road Storage & Kitchen Pond Report 03-13-2024 Hydrology Studio v 3.0.0.27 Mini Storage Detention Basin Orifices, A cfs Riser Stage -Storage Weirs, cfs -Discharge Pf Riser Exfil Summary User Total Stage Elev. Storage Culvert (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (ft) (cult) (cfs) 1 2 3 1 2 3 0.000 0.000 0.000 0.000 0.00 282.00 1.00 283.00 11,634 2.451 oc 0.000 2.451 2.00 284.00 25,094 6.222 oc 0.000 6.222 3.00 285.00 40,437 8.964 oc 0.000 8.964 4.00 286.00 57,718 10.85 is 0.000 10.85 5.00 287.00 76,995 12.36 is 19.14 31.50 5.50 287.50 is = inlet control, 87,565 oc = outlet 13.04 is control, s = submerged weir 9 37.59 50.63 Suffix key: Pond Report Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hydrology Studio v 3.0.0.27 Mini Storage Detention Basin A Pond Drawdown Stage (ft) API M N fO N 1 - _---___- I_ O r, Ln k m F- N i Li E G1 c CO CO C _ Co min — L: 0 00 r� m o� N Lj I ill 00 pp OO OD N N N N N N (4) Aa13 10 Hydrograph Hydrology Studio v 3.0.0.27 10-yr Summary Peak Time to Hydrograph Project Name: Baseline Road Storage Inflow Maximum 8c Kitchen 03-13-2024 Maximum Hyd. Hydrograph Hydrograph Flow Peak Volume Hyd(s) Elevation Storage No. Type Rational Name Pre Basin A (o{s) 8.390 (hrs) 0.32 (cult) 9,565 (ft) - (cuft) 1 2 Mod Rational Post Basin A 10.62 0.32 66,616 — 3 Pond Route Detention Basin A 7.849 1.82 66,274 2 284.55 33,534 Hydrograph Report Hydrology Studio v 3.0.0.27 Pre Basin A Hydrograph Type = Rational Storm Frequency = 10-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Qp = 8.39 cfs 0 10 2U Time (min) Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 1 Peak Flow = 8.390 cfs Time to Peak = 0.32 hrs Runoff Volume = 9,565 cuft Runoff Coeff. = 0.25 Time of Conc. (Tc) = 19.0 min Intensity = 4.54 in/hr Asc/Rec Limb Factors = 1/1 DU 12 Hydrograph Report Hydrology Studio v 3.0.0.27 Post Basin A Hydrograph Type = Mod Rational Storm Frequency = 10-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Target Q = 8.390 cfs 1 1 Qp = 10.62 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 2 Peak Flow = 10.62 cfs Time to Peak = 0.32 hrs Runoff Volume = 66,616 cuft Runoff Coeff. = 0.85 Time of Conc. (Tc) = 19.0 min Intensity = 1.69 in/hr Storm Duration = 5.5 x Tc Required Storage = 35,657 cuft 0 10 20 30 40 50 60 /u uu Ju 1UU Time (min) 13 Hydrograph Report Hydrology Studio v 3.0.0.27 Detention Basin A Hydrograph Type = Pond Route Storm Frequency = 10-yr Time Interval = 1 min Inflow Hydrograph = 2 - Post Basin A Pond Name = Mini Storage Detention Basin A Pond Routing by Storage Indication Method 1 1 1 Qp = 7.85 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 3 Peak Flow = 7.849 cfs Time to Peak = 1.82 hrs Hydrograph Volume = 66,274 cuft Max. Elevation = 284.55 ft Max. Storage = 33,534 cuft Center of mass detention time = 1 15 hrs 0 1 2 3 4 5 b 7 Time (hrs) Post Basin A Detention Basin A V 111 14 Hydrograph Hydrology Studio Hyd. No. v 3.0.0.27 Hydrograph Type 25-yr Summary Hydrograph Name Pre Basin Peak Flow (off) 9.665 Time to Peak (hrs) 0.32 Hydrograph Volume (cuft) 11,018 Project Name: Baseline Road Storage Inflow Maximum Hyd(s) Elevation (ft) & Kitchen 03-13-2024 Maximum Storage (cuft) 1 Rational 2 Mod Rational Post Basin A 12.23 0.32 76,700 — 3 Pond Route Detention Basin A 8.754 1.82 15 76,309 2 284.91 39,068 Hydrograph Report Hydrology Studio v 3.0.0.27 Pre Basin A Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method OF Curve Freq. Corr. Factor V = Rational = 25-yr = 1 min = 7.4 ac = User = idf little rock adams field.idf = 1.00 Qp = 9.66 cfs 10 zu Time (min) Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 1 Peak Flow = 9.665 cfs Time to Peak = 0.32 hrs Runoff Volume = 11,018 cuft Runoff Coeff. = 0.25 Time of Conc. (Tc) = 19.0 min Intensity = 5.22 in/hr Asc/Rec Limb Factors = 1/1 K-WJ 16 Hydrograph Report Hydrology Studio v 3.0.0.27 Post Basin A Hydrograph Type = Mod Rational Storm Frequency = 25-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Target Q = 9.670 cfs 1 1 1 1 Qp = 12.23 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 2 Peak Flow = 12.23 cfs Time to Peak = 0.32 hrs Runoff Volume = 76,700 cuft Runoff Coeff. = 0.85 Time of Conc. (Tc) = 19.0 min Intensity = 1.94 in/hr Storm Duration = 5.5 x Tc Required Storage = 41,017 cuft 0 10 20 30 40 50 60 70 bu W 1 w Time (min) 17 Hydrograph Report Hydrology Studio v 3.0.0.27 Detention Basin A Hydrograph Type = Pond Route Storm Frequency = 25-yr Time Interval = 1 min Inflow Hydrograph = 2 - Post Basin A Pond Name = Mini Storage Detention Basin A Pond Routing by storage Indication Method 14 13 12 11 10 9 8 7 CY 6 5 4 L 1 C 0 Qp=8.75ds Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 3 Peak Flow = 8.754 cts Time to Peak = 1.82 hrs Hydrograph Volume = 76,309 cuft Max. Elevation = 284.91 ft Max. Storage = 39,068 cuft Center of mass detention time = 1.16 hrs 1 2 3 4 Time (hrs) Post Basin A Detention Basin A 18 Hydrograph 50-yr Summary Project Name: Baseline Road Storage & Kitchen 03-13-2024 a:•rl::.lr.;:�y Studio v 3.0.027 Hyd. Hydrograph No. Type Hydrograph Name Peak Flow (off) Time to Peak (hm) Hydrograph Volume (cult) Inflow Maximum Hyd(s) Elevation (ft) Maximum Storage (cuft) 1 Rational Pre Basin A 10.60 0.32 12,084 — 2 Mod Rational Post Basin A 13.45 0.32 84,330 — 3 Pond Route Detention Basin A 9.361 1.83 83,903 2 285.18 43,464 19 Hydrograph Report Hydrology Studio v 3.0.0.27 Pre Basin A Hydrograph Type = Rational Storm Frequency = 50-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 12 11 10 9 8 7 6 CY 5 4 3 2 1 C 0 10 Qp = 10.60 cfs 20 Time (min) 20 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 1 Peak Flow = 10.60 cfs Time to Peak = 0.32 hrs Runoff Volume = 12,084 cuft Runoff Coeff. = 0.25 Time of Conc. (Tc) = 19.0 min Intensity = 5.73 in/hr Asc/Rec Limb Factors = 1/1 3u Hydrograph Report Hydrology Studio v 3.0.0.27 Post Basin A Hydrograph Type = Mod Rational Storm Frequency = 50-yr Time Interval = 1 min Drainage Area = 7.4 ac Tc Method = User OF Curve = idf little rock adams field.idf Freq. Corr. Factor = 1.00 Target Q = 10.60 cfs Qp = 13.45 cfs 0 10 20 30 40 50 bu iu Time (min) 21 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 2 Peak Flow = 13.45 cfs Time to Peak = 0.32 hrs Runoff Volume = 84,330 cuft Runoff Coeff. = 0.85 Time of Cone. (Tc) = 19.0 min Intensity = 2.14 in/hr Storm Duration = 5.5 x Tc Required Storage = 45,216 cuft tau VU iuu I lu Hydrograph Report Hydrology Studio v 3.0.0.27 Detention Basin A Hydrograph Type = Pond Route Storm Frequency = 50-yr Time Interval = 1 min Inflow Hydrograph = 2 - Post Basin A Pond Name = Mini Storage Detention Basin A Pond Routing by Storage Indication Method Qp = 9.36 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 3 Peak Flow = 9.361 cfs Time to Peak = 1.83 hrs Hydrograph Volume = 83,903 cuft Max. Elevation = 285.18 ft Max. Storage = 43,464 cuft Center of mass detention time = 1.17 hrs 1 0 1 2 3 4 5 0 Time (hrs) Post Basin A Detention Basin A 22 Project Name: Baseline Road Storage & Kitchen Hydrograph 100-yr Summary 03-13-2024 Hydrology Studio v 3.0.0.27 Peak Time to Hydrograph Inflow Maximum Maximum Hyd. Hydrograph Hydrograph Flow Peak Volume Hyd(s) Elevation Storage No. Type Name (ofs) (hm) (cuft) (ft) (cuft) 1 Rational Pre Basin A 11.50 0.32 13,105 2 Mod Rational Post Basin A 14.65 0.32 91,868 3 Pond Route Detention Basin 9.908 1.83 91,405 2 285.44 47,993 23 Hydrograph Report Hydrology Studio v 3.0.0.27 Pre Basin A Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method OF Curve Freq. Corr. Factor = Rational = 100-yr = 1 min = 7.4 ac = User = idf little rock adams field.idf = 1.00 Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 1 Peak Flow = 11.50 cfs Time to Peak = 0.32 hrs Runoff Volume = 13,105 cuft Runoff Coeff. = 0.25 Time of Conc. (Tc) = 19.0 min Intensity = 6.21 in/hr Asc/Rec Limb Factors = 1/1 Qp = 11.50 cfs 0 10 4u Time (min) C 24 Hydrograph Report Hydrology Studio v 3.0.0.27 Post Basin A Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method OF Curve Freq. Corr. Factor Target Q = Mod Rational = 100-yr = 1 min = 7.4 ac = User = idf little rock adams field.idf = 1.00 = 11.50 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 2 Peak Flow = 14.65 cfs Time to Peak = 0.32 hrs Runoff Volume = 91,868 cuft Runoff Coeff. = 0.85 Time of Conc. (Tc) = 19.0 min Intensity = 2.33 in/hr Storm Duration = 5.5 x Tc Required Storage = 49,433 cuft Qp = 14.65 cfs 0 10 20 30 40 5o bu luTime (min) 25 Hydrograph Report Hydrology Studio v 3.0.0.27 Detention Basin A Hydrograph Type = Pond Route Storm Frequency = 100-yr Time Interval = 1 min Inflow Hydrograph = 2 - Post Basin A Pond Name = Mini Storage Detention Basin A Pond Routing by Storage Indication Method Qp = 9.91 cfs Project Name: Baseline Road Storage & Kitchen 03-13-2024 Hyd. No. 3 Peak Flow = 9.908 cfs Time to Peak = 1.83 hrs Hydrograph Volume = 91,405 cuft Max. Elevation = 285.44 ft Max. Storage = 47,993 cuft center of mass detention time = 1.19 hrs Ll 10 0 1 z 3 4 ' v Time (hrs) Post Basin A Detention Basin A 26