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HomeMy WebLinkAboutWPO201900034 Calculations 2019-07-22UVA Encompass Health Rehabilitation Hospital COUNTY OF ALBEMARLE, VIRGINIA VSMP WPO 201900034 DESIGN CALCULATIONS & NARRATIVE MAY 249 2019 REVISED: JULY 199 2019 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: John Hash, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1691 IYH OFWS y Lic. No. 31371 `�6-1?I0NAL Table of Contents Section Title Project Narrative 2 Pre and Post HydroCAD Analysis 3 LD 229 — Storm Sewer Design Computations 4 LD 204 — Storm Inlet Design Computations 5 LD 347 — Hydraulic Grade Line Computations 6 Stormwater Management Exhibit for Pond 1 7 Drainage Subbasin Map — Developed Condition, Flat Branch — Tributary to North Fork Rivanna River, WA Research Part at North Fork Project Narrative: This project includes the construction of a rehabilitation hospital and associated parking, utilities & landscaping. This development will utilize access points directly adjacent to the property. See project titled "UVA Research Park Loop Road" for additional information. The total limits of clearing and grading are 6.52 acres. Stormwater Management: Per the document "Stormwater Management/ BMP Analysis and Floodplan Study for the UVA Research Park at Northfork" by Dewberry & Davis, October 1997, The Research Park ponds has been master planned for stormwater management for the future build -out of the research park. This development drains to the large wetpond, designated Pond 1, to the north that was designed and constructed to handle quantity and quality for the future build -out of the research park including this property development. This pond is referred to as Pond 1 on SDP 199800043. For the approved drainage areas and CN values, see Drainage Subbasin Map — Developed Condition, Flat Branch — Tributary to North Fork Rivanna River, UVA Research Park at North Fork. The proposed development was analyzed to determine the amount of impermeable and permeable surface area. These values have been incorporated into the overall CN value for the drainage area map previously approved in drawings by others. All non -pavement areas within the limits of disturbance were assumed to become to turf, though some may be restored to a forested condition. Although the measurements of each drainage divide area vary slightly due to different mapping techniques, they are assumed to be substantially similar. For the proposed drainage areas and CN values, see Stormwater Management Exhibit for Pond 1. The calculated proposed CN values are within the limits of the approved future condition. See Table 1 for a comparison of the CN values in the approved future condition and the with the proposed roadway. Note that only drainage area F2 is impacted by construction of the rehabilitation hospital. In order to ensure adequacy of the existing channel that drains to Pond 1 a CMP detention system has been designed to meet channel and flood protection requirements accordingly. Approved Drainage Areas and CN Values 7/23/1997 Area (Ac.) CN Al 57.25 79 A2 12.61 64 131 54.48 72 B2 48.56 80 C1 27.38 80 C2 85.84 82 D1 12.33 78 D2 84.03 86 E1 27.8 81 E2 17.28 83 F1 66.44 91 F2 31.64 91 G1 48.9 92 G2 49.05 92 Proposed Drainage Areas and CN Values 5/24/2018 Area (Ac.) CN Al 56.35 60 A2 11.77 55 131 49.59 50 B2 47.79 67 C1 31.15 42 C2 83.90 67 D1 9.55 51 D2 81.90 70 E1 28.71 55 E2 16.91 38 F1 64.97 53 F2 30.75 54 G1 47.53 76 G2 49.25 72 Table 1 — Drainage Areas and CN Values 1S Pre Area 1 (Offsite) 8S 9L / Analysis Point (Combined) Pre Area 2 (Onsite) 10S Post Area 3 (Offsite; Detained) i S Post Area 4 (Onsite; Detained) 3P SWM A 6L Analysis Point 7S (Combined) Post Area 5 (Onsite; Undetained) Subcat Reach Pon Link UVA Encompass Rehab. Hospital Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 7.520 61 >75% Grass cover, Good, HSG B (1S, 2S, 7S, 8S, 10S) 4.030 98 Paved parking, HSG B (2S) 1.310 98 Paved roads w/curbs & sewers, HSG B (1 S, 8S, 10S) 4.720 58 Woods/grass comb., Good, HSG B (1S, 8S, 10S) 17.580 71 TOTAL AREA UVA Encompass Rehab. Hospital Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 17.580 HSG B 1 S, 2S, 7S, 8S, 10S 0.000 HSG C 0.000 HSG D 0.000 Other 17.580 TOTAL AREA UVA Encompass Rehab. Hospital Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 7.520 0.000 0.000 0.000 0.000 4.030 0.000 0.000 0.000 0.000 1.310 0.000 0.000 0.000 0.000 4.720 0.000 0.000 0.000 7.520 >75% Grass cover, Good is, 2S, 7S, 8S, 10 S 4.030 Paved parking 2S 1.310 Paved roads w/curbs & sewers 1S, 8S, 10 S 4.720 Woods/grass comb., Good is, 8S, 10 S 0.000 17.580 0.000 0.000 0.000 17.580 TOTAL AREA UVA Encompass Rehab. Hospital Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 3P 560.00 559.25 14.0 0.0536 0.013 24.0 0.0 0.0 UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1 S: Pre Area 1 (Offsite) Runoff Area=2.260 ac 26.11 % Impervious Runoff Depth>0.70" Tc=10.0 min CN=70 Runoff=2.20 cfs 0.131 all Subcatchment2S: Post Area 4 (Onsite; Runoff Area=5.860 ac 68.77% Impervious Runoff Depth>1.63" Tc=6.0 min CN=86 Runoff=16.43 cfs 0.798 of Subcatchment7S: Post Area 5 (Onsite; Runoff Area=0.670 ac 0.00% Impervious Runoff Depth>0.35" Tc=8.0 min CN=61 Runoff=0.26 cfs 0.020 at Subcatchment8S: Pre Area 2 (Onsite) Runoff Area=6.530 ac 1.99% Impervious Runoff Depth>0.32" Tc=14.0 min CN=60 Runoff=1.61 cfs 0.174 of Subcatchment10S: Post Area 3 (Offsite; Runoff Area=2.260 ac 26.11 % Impervious Runoff Depth>0.70" Tc=10.0 min CN=70 Runoff=2.20 cfs 0.131 all Pond 3P: SWM A Peak Elev=564.38' Storage=0.335 of Inflow=18.35 cfs 0.929 of Outflow=2.25 cfs 0.929 of Link 6L: Analysis Point (Combined) Inflow=2.41 cfs 0.949 of Primary=2.41 cfs 0.949 of Link 9L: Analysis Point (Combined) Inflow=3.50 cfs 0.305 of Primary=3.50 cfs 0.305 of Total Runoff Area = 17.580 ac Runoff Volume = 1.254 of Average Runoff Depth = 0.86" 69.62% Pervious = 12.240 ac 30.38% Impervious = 5.340 ac UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Pre Area 1 (Offsite) Runoff = 2.20 cfs @ 12.03 hrs, Volume= 0.131 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.97" Area (ac) CN Description 0.210 58 Woods/grass comb., Good, HSG B 1.460 61 >75% Grass cover, Good, HSG B 0.590 98 Paved roads w/curbs & sewers, HSG B 2.260 70 Weighted Average 1.670 73.89% Pervious Area 0.590 26.11 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: Pre Area 1 (Offsite) Hydrograph ❑ Runoff 2.20 cfs Type 11 24-h r - i I - - 1 2 1;-Yr Rainfall=211.9 " Runoff Area=2! 260 ac Runoff Volume=0.131 of Runoff Depth>10.�O I Tc=10.0 min 1 I I I I I CN=70 I I I I I I I i i Time (hours) UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Post Area 4 (Onsite; Detained) Runoff = 16.43 cfs @ 11.97 hrs, Volume= 0.798 af, Depth> 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.97" Area (ac) CN Description 1.830 61 >75% Grass cover, Good, HSG B 4.030 98 Paved parking, HSG B 5.860 86 Weighted Average 1.830 31.23% Pervious Area 4.030 68.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post Area 4 (Onsite; Detained) Hydrograph 18 -_I_1_I_L-1_LJ_I_L_I_L_I_L_1_L-_I_1_I_L_1_L 17 1 1 I L 1 L- I L i€ I L_I L- I 1��p11 1 16 1 ) 1 1 1 1 1 �lL., _I 1 ITypeA 124 J I = I_ 1 I� 2.�7�' 14 ' I 1 I I I I 1 I I I I RainfaII I I I I I�' I 13 ndff Alreti=&86L -ad 12 -1Ru noffi-Tokfa a=.Q.798 of ---- -- - - -- --- -- ---------------- 10 �"'• •`f#IIDh�1O-3�� $- T 1 1 T F�= 1 1-Tc-�.�ii�i I T LLo 1 7 1 T 1 L- 1 7 I - T 1 F- 1 T 111 - F 7 1 rt fi r rt- - fi -I r- I I -r I GN-r-8 V 6 �_1_rt_1_ fi_I_r�_1_rt _I_t__I_1--_1_rt._I_r_1_1_ 5--+--t--��-1- -I- -I-I- I--1--I- F-I-I- 4 -I- -I- -I- -I- -I- 3--1-4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 7S: Post Area 5 (Onsite; Undetained) Runoff = 0.26 cfs @ 12.03 hrs, Volume= 0.020 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.97" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.670 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, 0.18 0.16 0 0.14 LL 0.12 0.1 0.08 0.06 Subcatchment 7S: Post Area 5 (Onsite; Undetained) Hydrograph 1-)�r F1WntaFF=2-.97.. I - RunofUAr6a-'=:0.679Iad Runolff Volume=0.020 of Run-off I I I I I I I CNIM61 1I I 11 1 1 I -I-t I-r--1-1-t-I-fi I-I-L-I-L-1_1-1-1_1 rt - I- t -1 - r -1 - I- t -1 - -r Time (hours) - I L 1 - - I I I I I I I I I I i I fi I I rt I fi I� rt- 1 I L 1 1_-1 1 L LL- 1I I I I I I I I I I I I I I I I I I I rt- _I-L-1-1_-L I-L_1_L _I _. I I I I I I I I I I ❑ Runoff UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 8S: Pre Area 2 (Onsite) Runoff = 1.61 cfs @ 12.11 hrs, Volume= 0.174 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.97" Area (ac) CN Description 4.300 58 Woods/grass comb., Good, HSG B 2.100 61 >75% Grass cover, Good, HSG B 0.130 98 Paved roads w/curbs & sewers, HSG B 6.530 60 Weighted Average 6.400 98.01 % Pervious Area 0.130 1.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, 3 LL 0 Subcatchment 8S: Pre Area 2 (Onsite) Hydrograph I I i I I Type III 24-hr I 1,-Y,r Rainfall=211.0 1 Runoff Area=6! 530 ac Runoff Volume=0.174 of Runoff Depth>1,0.$2" Tc=14.0 min CN=60 I I I i 1 I I i I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 10S: Post Area 3 (Offsite; Detained) Runoff = 2.20 cfs @ 12.03 hrs, Volume= 0.131 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.97" Area (ac) CN Description 0.210 58 Woods/grass comb., Good, HSG B 1.460 61 >75% Grass cover, Good, HSG B 0.590 98 Paved roads w/curbs & sewers, HSG B 2.260 70 Weighted Average 1.670 73.89% Pervious Area 0.590 26.11 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 Subcatchment 10S: Post Area 3 (Offsite; Detained) Hydrograph I I I i I I i I I Type 11 24-h r 1;-l�jr Rainfall=211.9t" Runoff Area=2! 260 ac Runoff Volume=0.131 of Runoff Depth>I10.�O I Tc=10.0 min I I I I I CN=70 i I I i I I I I Time (hours) ❑ Runoff UVA Encompass Rehab. Hospital Type 11 24-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Pond 3P: SWM A Inflow Area = 8.120 ac, 56.90% Impervious, Inflow Depth > 1.37" for 1-Yr event Inflow = 18.35 cfs @ 11.98 hrs, Volume= 0.929 of Outflow = 2.25 cfs @ 12.38 hrs, Volume= 0.929 af, Atten= 88%, Lag= 24.3 min Primary = 2.25 cfs @ 12.38 hrs, Volume= 0.929 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 564.38' @ 12.38 hrs Surf.Area= 0.175 ac Storage= 0.335 of Plug -Flow detention time= 51.6 min calculated for 0.927 of (100% of inflow) Center -of -Mass det. time= 51.2 min ( 881.4 - 830.2 ) Volume Invert Avail.Storage Storage Description #1 560.00' 1.131 of 84.0" Round CMP_Round 84" L= 1,280.0' S= 0.0033 '/' Device Routing Invert Outlet Devices #1 Primary 560.00' 24.0" Round CMP_Round 24" L= 14.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 560.00' / 559.25' S= 0.0536'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 560.00' 6.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 565.95' 4.9' long Sharp -Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=2.25 cfs @ 12.38 hrs HW=564.38' (Free Discharge) L1=CMP_Round 24" (Passes 2.25 cfs of 21.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.25 cfs @ 9.76 fps) L3=S harp -Crested Rectangular Weir( Controls 0.00 cfs) UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 13 Pond 3P: SWM A Hydrograph -I- - -1 - _ -I- L - -L - - - / I_ _L _I - L � _I_ 1 _1 _ 1_ _1_ _I _ 1- - 20 / 4 -1- 4- - -1- 4 -1- I -4 -1 18.35d _ 1- 4 -1- 1 1 1 -I- 19 ' - _1- - - 1- -1- + -1- + -1-nflolwlArea=8.1201ac 18 / rt -I- 1 - -I- rt -I- 1- rt -I- - - I- 7 -1- 1 -I- - -TPeak-E11e --3$ 6�' ;6'; --I-T--1-J-I-FT-I -- 15 - - �- - - -II- -�.7`oragi 01.3�51 of 14-_ 13/ 12 / I- 1 -I -I- 1 -I- 1 -I- - I_ 1 -I 1 1 1 ` 11 / L I L-1 1 A I L L I L A I L A I- 1 1 L L 1 10 a 9 4 -1- 4- 1- 4 -1- -4 -1- 4 -1 1 1 -I- 8 -I- - - 7 / rt-I-r-1-1-rt-I-1--t ---t I-fi--1-rt-1-1 1 6 5 / / -T TT -T FT T- 1- 7 -- -- - - 4 '/ 1 1 1 1 1 1 1 1 1 1 - 1 - I - I -1 - 1- I 21 1 3 ' / 1 _ 1 _ 1 _1 _ 1_ 1 _ 1 _ 1 7 - 1 2.25 cfs 2 1' 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ 1nfIOW ❑ Primary UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Link 6L: Analysis Point (Combined) Inflow Area = 8.790 ac, 52.56% Impervious, Inflow Depth > 1.30" for 1-Yr event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 0.949 of Primary = 2.41 cfs @ 12.07 hrs, Volume= 0.949 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 6L: Analysis Point (Combined) Hydrograph ❑ Inflow ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UVA Encompass Rehab. Hospital Type 1124-hr 1-Yr Rainfall=2.97" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 15 Summary for Link 9L: Analysis Point (Combined) Inflow Area = 8.790 ac, 8.19% Impervious, Inflow Depth > 0.42" for 1-Yr event Inflow = 3.50 cfs @ 12.06 hrs, Volume= 0.305 of Primary = 3.50 cfs @ 12.06 hrs, Volume= 0.305 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 9L: Analysis Point (Combined) Hydrograph ❑ Inflow ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 16 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1 S: Pre Area 1 (Offsite) Runoff Area=2.260 ac 26.11 % Impervious Runoff Depth>2.35" Tc=10.0 min CN=70 Runoff=8.04 cfs 0.442 ai Subcatchment2S: Post Area 4 (Onsite; Runoff Area=5.860 ac 68.77% Impervious Runoff Depth>3.86" Tc=6.0 min CN=86 Runoff=37.38 cfs 1.883 of Subcatchment7S: Post Area 5 (Onsite; Runoff Area=0.670 ac 0.00% Impervious Runoff Depth>1.62" Tc=8.0 min CN=61 Runoff=1.74 cfs 0.091 of Subcatchment8S: Pre Area 2 (Onsite) Runoff Area=6.530 ac 1.99% Impervious Runoff Depth>1.55" Tc=14.0 min CN=60 Runoff=12.67 cfs 0.841 of Subcatchment10S: Post Area 3 (Offsite; Runoff Area=2.260 ac 26.11 % Impervious Runoff Depth>2.35" Tc=10.0 min CN=70 Runoff=8.04 cfs 0.442 ai Pond 3P: SWM A Peak Elev=566.96' Storage=0.815 of Inflow=44.31 cfs 2.325 of Outflow=19.07 cfs 2.324 of Link 6L: Analysis Point (Combined) Inflow=19.99 cfs 2.415 of Primary=19.99 cfs 2.415 of Link 9L: Analysis Point (Combined) Inflow=20.09 cfs 1.283 of Primary=20.09 cfs 1.283 of Total Runoff Area = 17.580 ac Runoff Volume = 3.699 of Average Runoff Depth = 2.53" 69.62% Pervious = 12.240 ac 30.38% Impervious = 5.340 ac UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions Li Page 17 Summary for Subcatchment 1S: Pre Area 1 (Offsite) Runoff = 8.04 cfs @ 12.02 1 Volume= 0.442 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.42" Area (ac) CN Description 0.210 58 Woods/grass comb., Good, HSG B 1.460 61 >75% Grass cover, Good, HSG B 0.590 98 Paved roads w/curbs & sewers, HSG B 2.260 70 Weighted Average 1.670 73.89% Pervious Area 0.590 26.11 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 7 Subcatchment 1 S: Pre Area 1 (Offsite) Hydrograph I I I I I I I I I I t Type ill24-h r 10-- ;Yr; RainfalF 113.42`r Runoff Area=2!-26a ad Runoff Volume=0.442 of Ou600 Oepth>, .$S" c=10.0' min p1 I I I I I I 1 CN=70 I T 1 I I I I I i I I i I rt I rt i i I I I I I I I I i I I I I I I I I I 1 I u 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 2S: Post Area 4 (Onsite; Detained) Runoff = 37.38 cfs @ 11.97 hrs, Volume= 1.883 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.42" Area (ac) CN Description 1.830 61 >75% Grass cover, Good, HSG B 4.030 98 Paved parking, HSG B 5.860 86 Weighted Average 1.830 31.23% Pervious Area 4.030 68.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post Area 4 (Onsite; Detained) Hydrograph I' I _ C I l I- T -I- I 1 I l 1 I 1 1 ------- ITyrp_e�,24-hr �10-1 Rainfall 5.42L '-Runoff Ate,6=5:860 -ale 1- -1 -1- -I- - I - L -1 - I- - Runoff Volume=t.883-a# -Ounoff 11Dgp4h>33i�6 - -1 , i - I- Tc=6'0 �i i h 1 1 F_IT1 11�1T I G 1�86 I I I I I I I I I I I _I T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 7S: Post Area 5 (Onsite; Undetained) Runoff = 1.74 cfs @ 12.00 hrs, Volume= 0.091 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.42" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.670 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 7S: Post Area 5 (Onsite; Undetained) Hydrograph I I i I I C Type ill 24-h r I I 10-Yr11 Rainfall=115.42" Runoff Area=0 670 ac Runoff Volume=0.091 of Runoff Depth>111.02" Tc=8.0 min CN=6�1 I I I I I I I I I I I Time (hours) ❑ Runoff UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 8S: Pre Area 2 (Onsite) Runoff = 12.67 cfs @ 12.07 hrs, Volume= 0.841 af, Depth> 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.42" Area (ac) CN Description 4.300 58 Woods/grass comb., Good, HSG B 2.100 61 >75% Grass cover, Good, HSG B 0.130 98 Paved roads w/curbs & sewers, HSG B 6.530 60 Weighted Average 6.400 98.01 % Pervious Area 0.130 1.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 Direct Entry, Subcatchment 8S: Pre Area 2 (Onsite) Hydrograph —I —4-——I- 14 ! — — — — — - —I — — — — 13 12.67 cfs 12 Typell 24---hr — I— T — — — —I F 10 Runoff Area�=6!530 ac' Runo#f_Volume=0.84ta#I_ " $ Rupoft Depth>1.66, 5"- 7 LL s- 5- CN=60 4 T -4 — I — -i- — — — —I — 3 2 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions Li Page 21 Summary for Subcatchment 10S: Post Area 3 (Offsite; Detained) Runoff = 8.04 cfs @ 12.02 1 Volume= 0.442 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.42" Area (ac) CN Description 0.210 58 Woods/grass comb., Good, HSG B 1.460 61 >75% Grass cover, Good, HSG B 0.590 98 Paved roads w/curbs & sewers, HSG B 2.260 70 Weighted Average 1.670 73.89% Pervious Area 0.590 26.11 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 7 Subcatchment 10S: Post Area 3 (Offsite; Detained) Hydrograph I i I I I I I I I I t - Type ill24-h r 10-- ;Yr; RainfalF 113.42`r Runoff Area=2!-26a ad Runoff Volume=0.442 of Ou600 Oepth>, .$S" c=10.0' min CN= N I I I I I i I I i I rt I rt i i I I I I I I I I i I I I I I I I I I 1 I u 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff UVA Encompass Rehab. Hospital Type // 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 22 Summary for Pond 3P: SWM A Inflow Area = 8.120 ac, 56.90% Impervious, Inflow Depth > 3.44" for 10-Yr event Inflow = 44.31 cfs @ 11.97 hrs, Volume= 2.325 of Outflow = 19.07 cfs @ 12.10 hrs, Volume= 2.324 af, Atten= 57%, Lag= 7.8 min Primary = 19.07 cfs @ 12.10 hrs, Volume= 2.324 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 566.96' @ 12.10 hrs Surf.Area= 0.171 ac Storage= 0.815 of Plug -Flow detention time= 79.9 min calculated for 2.324 of (100% of inflow) Center -of -Mass det. time= 79.6 min ( 885.8 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 560.00' 1.131 of 84.0" Round CMP_Round 84" L= 1,280.0' S= 0.0033 '/' Device Routing Invert Outlet Devices #1 Primary 560.00' 24.0" Round CMP_Round 24" L= 14.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 560.00' / 559.25' S= 0.0536'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 560.00' 6.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 565.95' 4.9' long Sharp -Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=18.86 cfs @ 12.10 hrs HW=566.95' (Free Discharge) L1=CMP_Round 24" (Passes 18.86 cfs of 29.13 cfs potential flow) L2=Orifice/Grate (Orifice Controls 2.87 cfs @ 12.44 fps) 3=S harp -Crested Rectangular Weir(Weir Controls 16.00 cfs @ 3.27 fps) UVA Encompass Rehab. Hospital Type // 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCADO 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 23 Pond 3P: SWM A Hydrograph ❑Inflow _ _I_ I _ _ _ I _ _ _ I _I_ - _I -I--I-4-1--4-1 --1 _ I- - _I_ I _ _ - - I_ _ _ _I_ I-- 1-� I-1-4-1 �--1 48 /- rt--fi---rt-I-1 rt-1 44.s1or5 -I----rt--r�-1- ❑Primary 46'/�- _1_ --------- I_ - InfIow�►rea=8-.4Z0--ac 44 -, , - -1- -1- -I_ 42 /;- 40 -I- -I-1 -I- -1--rt-1->--rt -1- -1- - 1 L � I - � I -rtPeak-1EIIev�=6616.96' 38 / I- -I-I -I-I -I-I- _1 34'= =-I-4- 1-4-I- -4-1- ---=I§torage-0.815af- 32 / rt I- rt 1 I- rt fi , -r 30 / w 28 / -- --- - - - - -- -- ----- - -� 26 , - - 4- -1 - - - - � � -I- ! - - 4 -I- 4-- 1- 4 -1- � -4 -I- 3 24'/ rt---r-1-I-rt-I-r -1- 1-I-I-fi I- I--r -I r-I I - a 22 I 1 20 / - - - - - - - 19,07 cfs - - - - - - - - 18 '/ -I- - -1- -1- l - -1- -I -1- 4 -1- - I- .. 16'/ t-I-fi -I- t-I-f -I- --rt I fi 1--1 1 r-I 1 14 12 / - ---- - - - - - -- - - - - - -- - 10 / -4 -1- -1- 4 -1 -4 -1- 4 1 - -1- 8 /- I- 1 fi -I- I- fi I- t I r-i -1- A .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Link 6L: Analysis Point (Combined) Inflow Area = 8.790 ac, 52.56% Impervious, Inflow Depth > 3.30" for 10-Yr event Inflow = 19.99 cfs @ 12.10 hrs, Volume= 2.415 of Primary = 19.99 cfs @ 12.10 hrs, Volume= 2.415 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 6L: Analysis Point (Combined) Hydrograph 22- �19 20- - Inflow-IArea=8.79Q 19- —L — — — —I — — — —I — — 1 — — 18- 4 - I - 4- - - 1- 4 -1- -4 -I- 17- t - I - t- -1 - I- -r - I - 1- -t -I- 16. I 15- - - - - - - - - - - - - - 14-= -1 I I I 1 1 13- -1-1-LL-I-I-I-L- -I- H 12 + -1- 4- - - 1- 4 -1- -4 -I ti 10- T T -1 -T F- f 1 9 8-. - - I - - - - I - - - - - - — 7- 1-1-LL-1-1-1_L-1 6- 4-1-4--4-1-4-1---4 5 -t—I— -ram— I—-r — I —r-t 4- T-I-T-1-I-7-I-T-1-1- 3- — — — 1' sssofs-7-I--T1-1-T- - T-1- cfs L-1 -1- L-1 _1- 1 -1_ L 1 -1- 1- 4 -1- - - 1- 4 -1 - � - 1- -- T 1 T 1 F T 1 _ 1 -I- L J -I_ 1 1 -I- L L -1- --4-1- -1-4-1- --1- - I -I- T -1- 1 T -I- T -I -11 - J-IL- 1 - 1 1 1 - - - - I - L-1 -1- 1 1 1 - - - 1 - I 1 1 1- - - - - - - L 1 - I_ -4 -1- � -I -1- 4 -1- -4 -1- - - I - t --I I- t -1 - - I - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Primary UVA Encompass Rehab. Hospital Type/1 24-hr 10-Yr Rainfall=5.42" Prepared by Timmons Group Printed 7/19/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 25 Summary for Link 9L: Analysis Point (Combined) Inflow Area = 8.790 ac, 8.19% Impervious, Inflow Depth > 1.75" for 10-Yr event Inflow = 20.09 cfs @ 12.05 hrs, Volume= 1.283 of Primary = 20.09 cfs @ 12.05 hrs, Volume= 1.283 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 9L: Analysis Point (Combined) Hydrograph -4-1 1 1-4 I - 1- 1-4 -1- - 22- ( 20 F- -I 1 - 21 20.09cfs Area=8.790 -Inflow - 1 1 1 1 19_-I- 18- -1- 4- -1 - 1- 4 - I - -I- -I- -I- -I-I- -I- 17'i +-1-+- - I- -+ -I-I- ---+-I-+---I-+-I- -I-I- 16'i 1-1-r-I-I-I-I-r--I -I-1-7--1-1-7-I 15' 14_' i -- 1 --- - - - - -- - - - -- - - 13'i 1_1_LI_1-1_1_L1_I --1-1_L I—I-1_1_L1 H 12 - 1 a- � I J 1 � 1 I— -4 1 � 1— 4 1 1 3 11- t -I- t - -I- -t -I- t-- -t -I- - 1- -t -I- t- -1 -1- t -1- -- I LL 10- T -1- T- -1 -I- 7 -I- T- -7 -1- - I- 7 -1- T- -1 -1- 7 -1- 1 9- - - - - - - - - - - - - - - - - - - - - - - - - - 8- _I_ _I _I_ _I_ _I _ _I_ _I_ _I_ 7- 1 _1_ L I _1- 1 _I_ L 1 -1- L I _I_ L I _1- 1 _1_ L 1_- 6= 4 -1- 4- - -1- 4 -1- -4 -1 - -4 -1- 4-- -I -1- 4 -1- -4 -I-- 5- -1- t-I- 4- T -I- T 1 1 7-I-F 3- — — — 2- 1 0 0 1 2 3 4 5 6 7° 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Primary LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL LOCATION: ALBEMARLE, COUNTY COUNTY: Charlottesville Designed by: A. MABEE Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, do Ft. Area of Flow, An SgFt Hm Ft. Vn Ft/Sec (16) En Ft. INCRE- MENT Minutes (17) ACCUMU LATED Minutes (17) REFERENCE (1) STA. REFERENCE (2) STA. 101 102 102A 0.00 0.00 0.00 5.01 6.54 0.00 19.07 552.21 551.01 19.11 0.06279 18 Circular 1 28.52 0.02930 0.90 1.10 0.42 17.29 5.54 0.02 5.03 101A 102A 100 0.00 0.00 0.00 5.03 6.53 0.00 19.07 543.18 540.41 32.57 0.08505 18 Circular 1 33.19 0.02930 0.82 0.98 0.40 19.43 6.68 0.03 5.06 103 SWM OUT 102 0.00 0.00 0.00 5.00 0.00 19.07 560.00 559.25 13.95 0.05376 18 Circular 1 26.39 0.02930 0.95 1.17 0.43 16.26 5.05 0.01 5.01 105 106 SWM IN 0.15 0.83 0.12 0.12 5.00 6.54 0.00 0.81 564.45 563.95 7.02 0.07123 12 Circular 1 10.30 0.00050 0.19 0.10 0.12 7.81 1.14 0.02 5.02 107 108 SWM IN 0.13 0.86 0.11 0.11 5.00 6.54 0.00 0.73 565.25 564.93 15.89 0.02014 12 Circular 1 5.48 0.00040 0.25 0.15 0.15 4.86 0.61 0.06 5.06 109 110 ISWM IN 0.41 0.73 0.30 0.30 5.00 6.54 0.00 1.95 564.29 563.67 15.51 0.03997 12 Circular 1 7.72 0.00270 0.34 0.24 0.19 8.19 1.39 0.03 5.03 111 112 SWM IN 0.05 0.87 0.05 0.05 5.00 6.54 0.00 0.30 566.23 564.68 15.58 0.09949 12 Circular 1 12.17 0.00010 0.11 0.05 0.07 6.55 0.78 0.04 5.04 113 114 SWM IN 0.07 0.36 0.03 0.09 5.39 6.42 0.00 8.45 565.04 563.21 61.05 0.02998 18 Circular 1 19.70 0.00570 0.69 0.79 0.35 10.72 2.47 0.10 5.48 115 116 114 0.17 0.41 0.07 0.07 5.08 6.52 0.00 8.32 566.01 565.14 116.50 0.00747 18 Circular 1 9.84 0.00560 1.06 1.33 0.45 6.24 1.66 0.31 5.39 117 118 SWM IN 0.12 0.90 0.11 0.11 5.00 0.00 0.00 0.55 566.51 565.48 8.66 0.11894 12 Circular 1 13.31 0.00020 0.14 0.07 0.09 8.33 1.22 0.02 5.02 119 120 SWM IN 0.22 0.39 0.09 0.09 5.00 6.54 0.00 0.56 568.30 565.03 59.45 0.05500 12 Circular 1 9.05 0.00020 0.17 0.09 0.10 6.41 0.81 0.16 5.16 121 122 SWM IN 0.53 0.69 0.37 2.73 6.82 6.54 0.00 17.87 561.73 561.15 76.87 0.00755 24 Circular 1 21.30 0.00550 1.40 2.35 0.59 7.59 2.30 0.17 6.98 123 124 122 0.48 0.60 0.29 1.35 6.28 6.15 0.00 8.27 563.32 561.83 199.00 0.00749 18 Circular 1 9.85 0.00550 1.05 1.32 0.45 6.24 1.66 0.53 6.82 125 126 124 0.43 0.76 0.32 1.06 6.14 6.19 0.00 6.53 563.82 563.42 52.75 0.00758 18 Circular 1 1 9.91 0.00340 0.89 1.09 0.41 5.99 1.45 0.15 6.28 127 128 126 0.13 0.89 0.12 0.73 6.01 6.23 0.00 4.55 564.12 563.82 39.93 0.00751 15 Circular 1 6.07 0.00440 0.81 0.84 0.36 5.43 1.27 0.12 6.14 129 130 128 0.29 0.63 0.18 0.18 5.00 6.54 0.00 1.20 567.19 566.28 120.71 0.00754 12 Circular 1 3.35 0.00100 0.41 0.31 0.22 3.92 0.65 0.51 5.51 131 132 1128 0.17 0.81 0.14 0.43 5.82 6.28 0.00 2.70 564.63 564.22 54.65 0.00750 12 Circular 1 3.34 0.00510 0.68 0.57 0.29 4.74 1.03 0.19 6.01 133 134 132 0.30 0.90 0.27 0.33 5.76 6.30 0.00 1 2.10 564.84 564.73 1 14.62 0.007521 12 Circular 1 3.35 0.00310 0.57 0.47 0.27 4.50 0.89 0.05 5.82 135 136 134 0.06 0.90 0.05 0.05 5.00 6.54 0.00 0.35 565.94 564.94 132.77 0.00753 12 Circular 1 3.35 0.00010 0.22 0.13 0.13 2.77 0.34 0.80 5.80 137 138 122 0.00 0.00 1.02 5.94 6.25 0.00 6.67 564.47 563.19 42.85 0.02987 15 Circular 1 12.10 0.00950 0.66 0.66 0.32 10.10 2.25 0.07 6.01 139 140 138 0.09 0.50 0.04 1.02 5.63 6.54 0.00 6.67 566.53 565.33 119.67 0.01003 15 Circular 1 7.01 0.00950 0.97 1.03 0.38 6.50 1.63 0.31 5.94 141 142 1140 0.09 0.90 0.08 0.08 5.00 6.54 0.00 0.50 568.98 568.42 55.67 0.01006 8 Circular 1 1.31 0.00150 0.29 0.14 0.15 3.51 0.48 0.26 5.26 143 144 140 0.50 0.90 0.45 0.90 5.23 6.47 0.00 5.82 568.17 566.63 154.23 10.009991 18 1 Circular 1 11.37 0.00270 0.76 0.90 0.38 6.47 1.41 0.40 5.63 145 146 144 0.50 0.90 0.45 0.45 5.00 0.00 0.00 2.27 568.98 568.27 71.25 0.00996 12 1 Circular 1 3.85 0.00360 0.55 0.44 0.27 5.11 0.96 0.23 5.23 EX18 116 0.00 0.00 0.00 5.00 0.00 7.98 566.40 566.11 29.29 0.00990 18 1 Circular 1 10.45 0.00600 0.98 1.23 0.43 1 6.51 1.64 0.08 5.08 FORM LID 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 3 ROUTE PROJECT UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL DESIGNER: A. MABEE CHECKED: DATE 7/19/2019 UNITS:NGLISH INLET z O F ¢ wx ¢ Q ¢.... C' Q c .L Z u U O? UU �U �i C7 �c��., w ea. vz 3 7 C7 3 va Ca7 'J�^ ,r u o w w w OC7 u0 0. �?Z 4 G? zv; >O U Sag Inlets Only T a Y `�• w F CD w .T a 106 DI-3C 8.000 0.129 0.90 0.1161 Back/Lt. 0.000'RIGH 0.020 0.35 0.007 Back/Lt. 0.123 4 0.492 0 0.0196 0.0208 1.953 2.000 1.0241 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.492 0.0196 8 0.492 0.836 0.166 0.0138 12.0029 2.836 3.351 Weir Flow 108 DI-3B 8.000 0.120 0.90 0.108 0.000'RIGH 0.011 0.35 0.0039 0.112 4 0.448 0 0.448 0.0134 0.0208 2.100 2.000 0.9524 0.0833 4.0048 1.000 3.50 0.1458 0.1666 4.277 8.000 1.870 1.000 0.448 0.000 2.024 110 DI-3C 6.000 0.280 0.90 0.252 O'RIGHT 0.130 035 0.0455 0.298 4 1.192 0 1.192 0.0140 0.0208 5.173 2.000 0.3866 0.0833 4.0048 0.874 3.50 0.1458 0.1483 7.009 6.000 0.856 0.969 1.156 0.036 2.791 112 DI-3B 4.000 0.050 0.90 0.045 O'RIGHT 0.003 0.35 0.0011 0.046 4 0.184 0 0.184 0.0097 0.0208 1.542 2.000 1297 0.0833 4.0048 1.000 3.50 0.1458 0.1666 2.671 4.000 1.498 1.000 0.184 0.000 1.541 114 DI-1 2.000 0.070 0.35 0.0245 Back/Lt. 0.000'RIGHT 0.025 4 0.1 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.100 0.0100 2.000 2 0.100 0.597 Weir Flow 116 DI-1 2.000 0.017 0.90 0.0153 Back/Lt. 0.000'RIGH 0.150 0.35 0.0525 Back/Lt. 0.068 4 0.272 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.272 0.0100 2.000 2 0.272 1.164 Weir Flow 118 DI-1 1.500 0.015 0.90 0.0135 Back/Lt. 0.000'RIGH 0.265 0.35 0.0928 Back/Lt. 0.106 4 0.424 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.424 0.0100 1.500 1.5 0.424 1.839 Weir Flow 120 DI-1 2.000 0.016 0.90 0.0144 Back/Lt. 0.000'RIGH 0.204 0.35 0.0714 Back/Lt. 0.086 4 0.344 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.344 0.0100 2.000 2 0.344 1.320 Weir Flow 122 DI-3C 6.000 0.330 0.90 0.297 Back/Lt. INLETSOFT BY ENSOFTEC DATE: 7/19/2019 FORM LID 204 STORMWATER INLET COMPUTATIONS SHEET 2 OF 3 ROUTE PROJECT UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL DESIGNER: A. MABEE CHECKED: DATE 7/19/2019 UNITS:NGLISH INLET i U z t� a w dU U Hw FU a a WWW C7w vi Uie`Fw' H 6r1 C7 3 W C7w rn U a.� ri OUz Et�°' Uv aw ' a m 13 U� Z -- �U A" Cy a Sag Inlets Onl j oQ a 0.000'RIGH 0.200 0.35 0.07 Back/Lt. 0.367 4 1.468 0 0.0187 0.0208 5.389 2.000 0.3711 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 1.468 0.0187 6 1.468 1.968 0.166 0.0138 12.0029 3.968 7.883 Weir Flow 124 DI-3C 8.000 0.221 0.90 0.1989 O'RIGHT 0.259 0.35 0.0907 0.29 4 1.16 0 1.160 0.0225 0.0208 4.294 2.000 0.4658 0.0833 4.0048 0.931 3.50 0.1458 0.1566 7.733 8.000 1.035 1.000 1.160 0.000 2.572 126 DI-3B 8.000 0.317 0.90 0.2853 O'RIGHT 0.110 0.35 0.0385 0.324 4 1.296 0 1.296 0.0174 0.0208 5.088 2.000 0.3931 0.0833 4.0048 0.880 3.50 0.1458 0.1492 7.722 8.000 1.036 1.000 1.296 0.000 2.770 128 DI-3B 8.000 0.130 0.90 0.117 O'RIGHT 0.001 0.35 0.0004 0.117 4 0.468 0 0.468 0.0145 0.0208 2.112 2.000 0.947 0.0833 4.0048 1.000 3.50 0.1458 0.1666 4.460 8.000 1.794 1.000 0.468 0.000 2.027 130 DI-3B 8.000 0.150 0.90 0.135 O'RIGHT 0.140 0.35 0.049 0.184 4 0.736 0 0.736 0.0233 0.0208 2.781 2.000 0.7192 0.0833 4.0048 0.994 3.50 0.1458 0.1657 6.240 8.000 1.282 1.000 0.736 0.000 2.194 132 DI-3B 8.000 0.140 0.90 0.126 O'RIGHT 0.030 0.35 0.0105 0.137 4 0.548 0 0.548 0.0283 0.0208 1.898 2.000 1.0537 0.0833 4.0048 1.000 3.50 0.1458 0.1666 5.825 8.000 1.373 1.000 0.548 0.000 1.898 134 DI-3B 8.000 0.220 0.90 0.198 O'RIGHT 0.090 0.35 0.0315 0.23 4 092 0 0.920 0.0236 0.0208 3.468 2.000 0.5767 0.0833 4.0048 0.973 3.50 0.1458 0.1627 6.955 8.000 1.150 1.000 0.920 0.000 2.366 136 DI-1 2.000 0.180 0.35 0.063 Back/Lt. 0.000'RIGHT 0.063 4 0.252 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.252 0.001 2.000 2 0.252 1.106 T > 8.0 ft 140 Dl-1 1.000 0.025 0.90 0.0225 Back/Lt. 0.000'RIGH 0.069 0.35 0.0242 Back/Lt. 0.047 4 0.188 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.188 0.001 1.000 1 0.188 L401 Weir Flow INLETSOFT BY ENSOFTEC DATE: 7/19/2019 FORM LID 204 STORMWATER INLET COMPUTATIONS SHEET 3 OF 3 ROUTE PROJECT UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL DESIGNER: A. MABEE CHECKED: DATE 7/19/2019 UNITS:NGLISH INLET w UU w1 F C 3 w, I U Q F.^ UU a 13 Z-yQ p rn Cy p C Sag Inlets Onl Qw x = o Cm s a. w 142 01-1 1.000 0.025 0.90 0.0225 Back/Lt. 0.000'RIGH 0.069 0.35 0.0242 Back/Lt. 0.047 4 0.188 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.188 0.001 1.000 1 0.188 1.401 Weir Flow 144 01-1 1.000 0.025 0.90 0.0225 Back/Lt. 0.000'RIGH 0.069 0.35 0.0242 Back/Lt. 0.047 4 0.188 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.188 0.001 1.000 1 0.188 1 .401 Weir Flow 146 DI -I 1.000 0.025 0.90 0.0225 Back/Lt. 0.000'RIGH 0.069 0.35 0.0242 Back/Lt. 0.047 4 0.188 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.188 0.0100 1.000 1 0.188 1.401 T > 8.0 ft INLETSOFT BY ENSOFTEC DATE: 7/19/2019 LD-347 PROJECT: UVA ENCOMPASS HEALTH REHABILITATION HOSPITAL DESIGNED BY: A. MABEE HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY -Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? Vo Contr. Ho (Ft/M) Vi Vi'2/2g Hi (Expn) 0.35`MAX. (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 551.010 102A 540.410 1.50 551.010 18 19.070 32.57 0.02936 0.956 19.428 1.465 17.288 4.641 1.624 0.0 0.00 0.000 3.090 0.000 3.090 YES 1.545 2.501 553.511 557.020 O.K. 102 551.010 1.50 553.511 18 19.070 19.11 0.02936 0.561 17.288 1.160 16.263 4.107 1.437 0.0 0.00 0.000 2.598 0.000 2.598 YES 1.299 1.860 555.371 565.740 O.K. r-SwM-OLIT 559.250 1.50 560.450 18 19.070 13.95 0.02936 0.410 16.263 1.027 0.000 0.000 0.000 0.0 0.00 0.000 1.027 0.000 1.027 YES 0.513 0.923 561.373 567.000 O.K. LD-347 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year IU:T911i•i��)►•_���[K•]ul�J_6�9a�_��r::��:r_�:31��r_��[•]u:[•1+y��r_�� Checked: INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? Vo Contr. Ho (Ft/M) Vi Vi'2/2g Hi (Expn) 0.35`MAX. (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S W M_I N 565.000 110 563.670 1.00 565.000 12 1.950 15.51 0.00267 0.041 8.192 0.261 0.000 0.000 0.000 0.0 0.00 0.000 0.261 1.950 0.339 YES 0.169 0.211 565.211 570.690 O.K. 122 561.150 2.00 565.000 24 16.555 76.87 0.00477 0.367 7.491 0.218 10.060 1.571 0.550 0.0 0.00 0.000 0.768 2.200 0.768 YES 0.384 0.751 565.751 569.340 O.K. 124 561.830 1.50 565.751 18 8.587 199.00 0.00595 1.185 6.280 0.153 6.042 0.567 0.198 0.0 0.00 0.000 0.352 1.781 0.457 YES 0.228 1.413 567.164 569.610 O.K. 126 563.420 1.50 567.164 18 6.806 52.75 0.00374 0.197 6.042 0.142 5.481 0.466 0.163 0.0 0.00 0.000 0.305 2.003 0.396 YES 0.198 0.395 567.559 570.320 O.K. 128 563.820 1.25 567.559 15 4.803 39.93 0.00492 0.197 5.481 0.117 4.800 0.358 0.125 0.0 0.00 0.000 0.242 0.728 0.242 YES 0.121 0.318 567.877 571.020 O.K. 132 564.220 1.00 567.877 12 2.931 54.65 0.00603 0.329 4.800 0.089 4.488 0.313 0.109 0.0 0.00 0.000 0.199 0.860 0.259 YES 0.129 0.459 568.335 571.650 O.K. 134 564.730 1.00 568.335 12 2.071 14.62 0.00301 0.044 4.488 0.078 2.773 0.119 0.042 0.0 0.00 0.000 0.120 1.698 0.156 YES 0.078 0.122 568.457 571.650 O.K. 136 564.940 1.00 568.457 12 0.353 132.77 0.00009 0.012 2.773 0.030 0.000 0.000 0.000 0.0 0.00 0.000 0.030 0.353 0.039 YES 0.019 0.031 568.488 569.940 O.K. 112 564.680 1.00 565.480 12 0.301 15.58 0.00006 0.001 6.551 0.167 0.000 0.000 0.000 0.0 0.00 0.000 0.167 0.301 0.217 YES 0.108 0.109 566.338 572.240 O.K. 118 565.480 1.00 566.280 12 0.707 8.66 0.00035 0.003 9.000 0.314 0.000 0.000 0.000 0.0 0.00 0.000 0.314 0.707 0.409 NO 0.409 0.412 566.692 571.850 O.K. 114 563.210 1.50 565.000 18 7.552 61.05 0.00460 0.281 10.411 0.421 6.111 0.580 0.203 0.0 0.00 0.000 0.624 0.160 0.624 YES 0.312 0.593 565.684 570.920 O.K. 116 565.140 1.50 566.340 18 7.392 116.50 0.00441 0.514 6.111 0.145 6.328 0.622 0.218 0.0 0.00 0.000 0.363 0.443 0.363 YES 0.181 0.695 567.035 571.050 O.K. EX Inlet 566.110 1.50 567.310 18 6.949 29.29 0.00457 0.134 6.328 0.155 0.000 0.000 0.000 0.0 0.00 0.000 0.155 0.000 0.155 YES 0.078 0.212 567.522 572.000 O.K. 120 565.030 1.00 565.830 12 0.563 59.45 0.00022 0.013 6.413 0.160 0.000 0.000 0.000 0.0 0.00 0.000 0.160 0.563 0.208 YES 0.104 0.117 568.469 572.300 O.K. 108 564.930 1.00 565.730 12 0.733 15.89 0.00038 0.006 4.856 0.092 0.000 0.000 0.000 0.0 0.00 0.000 0.092 0.733 0.119 YES 0.060 0.065 565.795 571.610 O.K. 106 563.950 1.00 565.000 12 0.805 7.02 0.00045 0.003 7.807 0.237 0.000 0.000 0.000 0.0 0.00 0.000 0.237 0.805 0.308 YES 0.154 0.157 565.157 570.840 O.K. 138 563.190 1.25 565.751 15 6.574 42.85 0.00922 0.395 10.060 0.393 6.493 0.655 0.229 0.0 0.00 0.000 0.622 0.000 0.622 YES 0.311 0.706 566.457 570.400 O.K. 140 565.330 1.25 566.457 15 6.574 119.67 0.00922 1.104 6.493 0.164 6.474 0.651 0.228 0.0 0.00 0.000 0.391 0.269 0.391 YES 0.196 1.300 567.757 572.850 O.K. LD-347 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year IU:T911i•i��)►•_���[K•]ul�J_6�9a�_��r::��:r_�:31��r_��[•]u:[•1+y��r_�� Checked: INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. I APPROX. Adjustment? Vo Contr. Ho (Ft/M) Vi Vi'2/2g Hi (Expn) 0.35`MAX. (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 144 566.630 1.50 567.830 18 5.819 154.23 0.00273 0.422 6.474 0.163 5.106 0.405 0.142 0.0 0.00 0.000 0.304 2.910 0.396 YES 0.198 0.619 568.930 572.650 O.K. 146 568.270 1.00 569.070 12 2.269 71.25 0.00361 0.257 5.106 0.101 0.000 0.000 0.000 0.0 0.00 0.000 0.101 0.000 0.101 YES 0.051 0.308 569.532 572.650 O.K. 130 566.280 1.00 567.877 12 1.204 120.71 0.00102 0.123 3.918 0.060 0.000 0.000 0.000 0.0 0.00 0.000 0.060 1.204 0.077 YES 0.039 0.162 568.038 573.320 O.K. 142 568.420 0. 77 568.953 8 1 0.500 55.67 0.00153 1 0.085 3.511 0.048 1 0.000 0.000 0.000 1 0.0 0.00 0.000 0.048 0.500 1 0.062 1 YES 0.031 1 0.116 569.265 572.850 O.K. i k'Ut 1 � I'k _ :a � N II II y yt y, "A TO it IIIIII I s / 007ysT 80 M1 �'ll�. > _ 1 -N a .9f \ It111' 1 11. N`I� , 1341 Sq� I ��- V3�� rJJ• �1 - j - _ l, � _ _ �� �.347459' � ,�^ � �"T �� ��Y.� ��� �I�nIj��}rj' • r ''7 f+' , L V yy tip 1 iv dI(f l I �J 1 r j _ n I • No__ .b; 5b, �M15 SUBBA5IN D2 84 03 M,. C),1313 Sq. MI. �7- 0 3401 5q: K. - &¢-0079 ',SU A51 I�,N=86 12.83Ac �'�. �� '��.•.' �1 �, t9 „ 1 5 ,�,.( ,. \ SUBBASIN EI ' 27BOAG �,'.• / / :L - I - ti e 0.0434 5q. Mi',',V 0.I125 Sq. Km. A-s5..RCN=81 r suBeasME2 2 I -�•/// p- - 1728PC o0434sg1a �, 54 O11255gO. r. N=83BI CW= / 27 I SUBBASIN Fl GG.44 Ac. 1 I 01038 Sq. K 1 l _ J 0.2689 Sq. Km. tc-0.087 7 CN-91 SUBBASIN F2 1 ,� 31. C4AC SUBBASfN 82. \ 0.0494 Sq. M 49 ON O. 12SO 511. Km_ YYY OO7G6 eq, Mi. - \ tc`004t 01964 SSq. Km. 1 _ CN=0t tc=0.058 40 �gm 45 I6 f 21e7 SUBBA51N GI 43 48.90Ac. sq. Mi 0.1979 Sq. Km. I�'I _ �� �• tc=0.057 CN=92 r 1 pOVYE B� - to f DRAINAGE SUBBASIN AAR - DEVELOPED CONDITION FLAT BRANCH - TRIBUTAR' TO NORTH FORK RIVANNA RIVER UVA RESEARCH PORK AT NORTH FORK - ®UNWERSM OF VHUIP A DATE; 7/23/97 SCALE- 1' 200'(12,400) UAL }},,MAM FOUNMrIM � �Mghts & Company' PIEPARED FOR �Dewberry gDAVIS ki6FiViFJ UREF North Fork Business Park NOV t44] PREPARED By I - • �^°�� ®Dewberry &Davis